USEFUL  INFORMATION 

FOR 

Architects,  Engineers, 

AND 

Workers  in  Wrought  Iron, 

BY  THE 

PHCENIX  IRON  COMPANY. 


OFFICE, 

410  WALNUT  STREET,  PHILADELPHIA. 

WORKS, 

Phcenixville,  Pa. 


REVISED  EDITION,  1586. 

COPYRIGHT,  1885,  BY  PHCENIX  IRON  COMPANY. 


PRINTED  BY 

J,   B.   LIPPINCOTT  COMPANY, 
PHILADELPHIA. 


THE 

Ph(enix  Iron  Company 

410  Walnut  St.,  Philadelphia, 

MANUFACTURERS  OF 

Wrought  Iron  Roof  Trusses, 

EITHER  CURVED,  STRAIGHT,  OR  HIPPED. 
ALSO, 

Wrought  Iron  Purlins  and  Jack  Rafters, 

ARRANGED  TO  SUIT  SHEET  IRON  OR 
SLATE  COVERING. 


LINKS, 

TO  FORM  BOTTOM  CHORDS  FOR  BRIDGES, 
OF  ANY  SIZE  OR  LENGTH, 
MADE   WITHOUT  WELDING. 

Patent  Wrought  Iron  Columns 

FOR  TOP  CHORDS  OR  POSTS  OF  BRIDGES  OR 
PIERS,  DEPOTS,  FACTORIES,  ETC. 


ALL  PARTS  OF 

Bridges  or  Fire  Proof  Floors  and  Roofs 

MADE  AND  FITTED  TO  SUIT  DESIGNS  OF 
ENGINEERS  AND  ARCHITECTS. 

BEAMS,  ANGLES,  T  AND  SHAPE  IRON, 

REFINED  BARS,  ETC. 


OFFICERS.  ^© 


DAVID  REEVES,  President, 
GEORGE  GERRY  WHITE,  Secretary, 
JAMES  O.  PEASE,  Treasurer, 

PHILADELPHIA. 


W.  H.  REEVES,  General  Superintendent, 
AMORY  COFFIN,  Chief  Engineer, 
R.  H.  DAVIES,  Master  Mechanic, 


PHCENIXVILLE. 


Correspondents  will  please  address 

PHCENIX  IRON  COMPANY, 

JflO  Walnut  Street, 

PHIZ,  A  DELPHI  A, 


CONTENTS. 


PAGE 

Air,  notes  on            .       .   125 

Angle  brackets     ........  86 

Angle  iron,  price-list   48 

properties  of   64 

Arches  of  floors   90 

Areas  of  circles   155 

Avoirdupois  weight  .159 

Bar  iron,  price-list   43 

sizes  of  .       .       .       .       .       .       .  .42 

properties  of   60 

weight  of   128 

Beams,  deck,  price-list   45 

I,  as  floor  joists        .......  85 

details  of  construction   90 

elements  of   75 

girders   126 

price-list   44 

properties  of   61 

table  for  spacing   40 

tables  of  strength  and  stiffness      ....  78 

Bearing  values  of  rivets   59 

Bending  moments  of  pins   58 

Boiler  tubes,  tables  of  ■'             .  143 

Bolts,  tables  of                                                 .       .  141 

Bracing  of  roofs   112 

Brackets,  angle     ........  86 

Brass,  weight  of   136 

Bricks,  hollow   92 

g2»4r'     '     —  —ws-  I3? 

Channel  iron//  price-list  ■  .  46 

properties  of   62 

Circles,  areas  of                                                    .  155 

circumferences  of      ......  154 

properties  of                                            .       .  148 

Cisterns,  capacity  of   145 

Colors  of  iron  caused  by  heat   124 

Columns,  cast  and  wrought   96 

fire-proofing   95 


Q 


THE   PHCENIX   IRON  COMPANY, 


PAGE 

Columns,  formulas  for   98 

price-list        .    52 

tables  of  sizes   100 

Comparative  strength  of  beams   72 

columns     .       .       .       ...       .       .  .98 

Compound  Girders   88 

Copper,  weight  of   136 

Corrugated  iron   134 

Cubic  measure   158 

Deck  beams,  price-list   45 

Deflexion,  formulae  for   76 

Diagram  for  I  beams   40 

Dies,  list  of   54 

Diminution  of  tenacity  of  wrought  iron       .       .       .  122 

Elasticity,  modulus  of   118 

Elements  of  beams   75 

Equivalents,  trigonometrical   151 

Eye  bars,  list  of  dies  for   54 

proportions  of   104 

Fire-proofing  columns   95 

Flagging   145 

Floor  glass   145 

Floors   69 

Formulae  for  columns   98 

deflexion    .........  76 

strength  of  beams   74 

French  measures      .       .   156 

Galvanized  iron   134 

Gas-pipe   142 

Gauges,  wire        ........  135 

Girders,  beam   126 

compound    88 

Glass,  sizes  of  .   144 

Gravity,  specific   147 

Hollow  Bricks  .........  92 

Kirkaldy's  conclusions   119 

Lead,  weight  of   136 

Linear  expansion  of  metals   123 

List  of  dies   54 

Long  measure   156 

Machine-shop  roofs   112 


410  WALNUT  ST.,  PHILADELPHIA. 


PAGE 


Mansard  roofs   108 

Melting  point  of  metals   124 

Miscellaneous  shapes   51 

Modulus  of  elasticity       ....       .       .  .118 

Nails,  sizes  and  weights   139 

Natural  sines,  etc.,  table   152 

Nuts,  tables  of  sizes     .......  140 

Phoenix  columns,  price-list   52 

tables  of  sizes   100 

tests  of             .       .  ,   116 

Pins,  proportions  of   104 

Pipe,  weight  of  cast-iron   133 

Price-list,  angles   48 

bar  iron     .........  42 

beams,  deck   45 

beams,  I   44 

channels   46 

miscellaneous  shapes .       .       .       .       .       .  51 

Phcenix  columns    .    52 

T  bars   47 

Properties  of  circles   148 

iron   119 

triangles   150 

Purlins      .       .              .       .       .       .       .       .       .  106 

Railroad  spikes  and  splices   135 

Rails,  weight  per  mile   135 

Rivets,  table  of  weights   138 

shearing  and  bearing,  values  of  59 

Roofs,  bracing  of .       .       .       .           „  .       .       .  112 

general  details   102 

machine-shop   112 

Mansard   108 

Rules  for  weight  of  iron   132 

Screw  ends,  upset,  sizes  of   55 

Separators  and  bolts,  tables  of      ....  86 

Shearing  values  of  rivets   59 

Sines,  table  of  natural  .......  153 

Skew-backs   104 

Slate,  sizes  of       .       .       .       .              .       .       .  146 

Spacing  of  beams   40 

Specific  gravity   147 


1 1 


THE   PHCENIX   IRON  COMPANY. 


PAGE 

Specifications  of  quality   117 

Splices  and  bolts   135 

Square  measure   157 

Strength  of  beams   72 

Surveying  measure   156 

Tables  of  beams.    I.  Elements  of      ...  75 

II.  Strength  of   78 

III.  Spacing   40 

Table  of  bolts   141 

cast-iron  pipe   133 

glass   144 

nails  and  tacks   139 

nuts   140 

rivets   138 

round  and  square  iron   130 

sizes  of  columns   100 

spacing  of  beams   40 

strength  of  beams   78 

strength  of  columns   .98 

washers   141 

weight  of  bar  iron   128 

weight  of  wire                                                 .  137 

T  bars,  price-list   47 

properties  of  .              .       .  .     .       .       .       .  68 

Tension,  notes  on   117 

Tests  of  beams     .   114 

columns   116 

Triangles,  properties  of   150 

Trigonometrical  equivalents   151 

Upset  screw  ends   55 

Washers,  table  of   141 

Weight  of  bar  iron   128 

brackets  and  fittings   86 

brass,  copper,  and  lead   136 

round  and  square  iron       ......  130 

separators  and  bolts   86 

various  substances     .......  147 

wire   137 

Wight's  fire-proofing  for  columns   95 

Wire  gauges   135 

Wrought-iron  columns   96 


12 


2 


*3 


THE   PHCENIX   IRON  COMPANY, 


410   WALNUT  ST.,  PHILADELPHIA. 


THE   PHCENIX   IRON  COMPANY, 


1 6 


No.  131 

90  LBS 


No.  4 

2         150  LBS 


.6 


9 
16 


< 


17 


410   WALNUT   ST.,  PHILADELPHIA. 


NEW  BEAMS. 


19 


THE   PHCENIX    IRON  COMPANY, 


IRON  DECK  BEAMS. 

MINIMUM  SIZE. 


20 


THE   PHCENIX   IRON  COMPANY, 


STEEL  DECK  BEAMS. 

MINIMUM  SIZE. 


23 


THE   PHCENIX   IRON  COMPANY, 


24 


4.10  WALNUT   ST.,  PHILADELPHIA. 


25 


THE   PHCENIX   IRON  COMPANY, 


4 


No.  110 

50  TO  70  LBS 


2-3- 


No.  53 

70  TO  100  LBS 


13 
16 


"2* — 1 


No.  97 

60  LBS 
ONLY 


r-t|cM 

o 


it 

32^ 


No.  136 

25  TO  34  LBS 


No.  137 

35  TO  57  LBS 


VL<T 


J  8 


26 


410   WALNUT   ST.,  PHILADELPHIA. 


No.  118 

15  TO  18  LBS 


2,V 


No.  119 

24  TO  27  LBS 


27 


THE  PHCENIX   IRON  COMPANY, 


NEW  CHANNELS. 


28 


4-10  WALNUT   ST..  PHILADELPHIA. 


COLUMN  SEGMENTS. 


ANY  REQUIRED  WEIGHT  BETWEEN  THOSE  SPECIFIED  WILL  BE 
ROLLED  TO  ORDER. 

17  LBS  _ 


3* 


29 


THE   PHCENIX   IRON  COMPANY, 


410  WALNUT   ST.,  PHILADELPHIA. 


31 


THE   PHCENIX   IRON  COMPANY, 


32 


410  WALNUT  ST.,  PHILADELPHIA. 


33 


I 


THE   PHCENIX   IRON  COMPANY, 


EQUAL-SIDED  ANGLES. 


34 


THE  PHCENIX  IRON  COMPANY, 


STANDARD  SPACING  FOR  HOLES 
IN  BEAM  FLANGES. 


I  

410   WALNUT   ST.,  PHILADELPHIA. 


STANDARD  SPACING  FOR  HOLES 
IN  BEAM  FLANQES. 


3** 


37 


THE    PHCENIX    IRON  COMPANY, 


410   WALNUT   ST.,  PHILADELPHIA. 


STANDARD  BRACKETS. 

FOR  15"  BEAMS 


J&t- 


4= # 


FOR  12"  AND  10^" 


CM  C  l 


FOR  9"  AND  8" 


'-)  ( 

;  

5i 

l-|CO 


FOR  7"  AND  6" 


r — 4-- 


FOR  5"  AND  4" 

'op 


js-i-x-l-?! 


j 

?--3J  ■— 1 


J2  ^ 


39 


THE   PHCENIX    IRON  COMPANY, 


40 


410   WALNUT  ST.,  PHILADELPHIA. 


Price  Current, 
subject 

TO 

CHANGES  OF  MARKET 

WITHOUT  NOTICE. 


NOTE  CONCERNING  SHAPE  IRON. 

If  any  particular  dimension  is  specially  desired, 
attention  must  be  directed  to  it  when  ordering,  as 
slight  alterations  of  patterns  may  occasionally  he 
made  in  the  rolls. 


4 


41 


THE   PHCENIX   IRON  COMPANY, 


SIZES  OF  PHCENIX  BAR  IRON. 


•  ROUNDS.  # 

A»  f»  tV»  i»  A»  4»  xi»  t'  if'  i»  il»  *>  ri>  J4'  If>  J?»  Jf» 

If,   If,  2,  2f,  2f,  2f,  2j,   2f,    2f,   2f,   3,  3f>  3?>  3§»  3?> 

3&  3f»  3h  4,  4l,  4i,  4|,  5>  5k  5}.  5f,  6,  6f,  6f,  6|,  7. 


■  SQUARES.  ■ 

5       3.      7       1       9  5      1 1     3.     1 3     JL     1  3      T      T  1  t1t3 

If,  If,  If,  if,  If,   If,  2,  2f,  2f,  2f,  2f,  2f, 

2i  3.  3h  3h  3h  4i  4^  4f»  4|.  5- 


FLATS. 


"Width  in  Inches. 

Thickness  in  Inches. 

Width  in  Inches. 

Thickness  in  Inches. 

Min.  Max. 

4 

f  to 

f 

4 

to  3J 

i 

f  to 

4 

4t 

\ 

to  3i 

4* 

to  4 

i  to 

f 

»* 

f  to 

i 

5 

\ 

to  4J 

*i 
if 

f  to 

i  to 

1 

1* 

5t 

to  4J 

i* 

f  to 

>i 

6 

to  5 

if 

f  to 

«i 

\ 

to  2 

1  4 

i  to 
*  to 

1* 

7 

\ 

to  2j 

'i 

'i 

7* 

1 
4 

to  2 

2 

1  to 

if 

8 

1 

tO  2$ 

at 

1-  to 

>t 

4 

a* 

1  to 

it 

9 

\ 

to  Ij 

2| 

I  to 

>t 

10 

i 

to  if 

3 

-V  to 

2* 

31 

f  to 

«f 

1 1 

1 

4^ 

to  if 

3* 

3i 

i  to 
i  to 

3 

3h 

12 

\ 

to  If 

42 


410   WALNUT   ST.,  PHILADELPHIA. 


J  to  2  inches. 
I    to  4 
4i  t0  6 


ORDINARY  SIZES. 

Round  and  Square 


Xfto  in 

XI to  I  ( 


Flats 


5      3  1 

i  and  A 
I  and  li 
4  to  2| 

3  to  3J 
3f  to  4 


EXTRA  SIZES. 

ROUND  AND  SQUARE. 

4j  to  4}     .    .  . 


r3oC. 

Wc. 

c. 
c. 

"  c. 


To 
2 
TO 


•  T(T 

EXTRA 

FLAT 


4fto5   T%c. 

Si  to    i  c. 

5i  to  6   i^c. 

6\  to  6£   2  c. 

6|  to  7   2T%c. 

SIZES. 

IRON. 


7 
¥ 

Xftof   .  . 

4  r 

7 

X 

2j 

to 

3i  ■ 

•  Ac 

I 

XA  • 

-4-C 

7* 

X 

3 
8 

to 

I  .  . 

•  Ac 

I 

to  6  X   i  and  T¥ 

2  r 
T0C* 

71 

X 

Ii 

to 

2  .  . 

•  Ac 

2 

to  4  X  if  to 

2. 

2  r 

8 

X 

3 
8 

to 

I  .  . 

•  Ac 

2 

to  4  X  2j  to 

3- 

10^* 

8 

X 

to 

6  c 

4i 

to  6  X  4  to 

2. 

To*"' 

9 

X 

3 
8 

to 

I  .  . 

6  r 

4i 

to  6  X  2j  to 

3- 

4  p 
T0C* 

9 

X 

ii 

to 

2  .  . 

?  r 
•  TIT 

6^ 

X    1  to  I  .  . 

2  r 

IO 

X 

1 

to 

ii  • 

TO*"' 

6^ 

X  ii  to  2j  . 

4  r 
T0C< 

1 1 

X 

3 
8 

to 

ii  • 

9  r 

7 

X   ftoi.  . 

tV- 

12 

X 

3 
8 

to 

ii  • 

9  r 

7 

X  I*  tO  2  .  . 

tV- 

6|  to  12  wide  X  i  thick,  -fa  extra  over  §  thick. 

ADDITIONAL  EXTRAS. 

CUTTING  TO  LENGTHS. 

ROUNDS  AND  SQUARES. 

Up  to  4  inches,  io  to  20  feet  long  T2^c. 

Over  4    "         "       "      "   , 

Under  10  and  over  20  feet,  subject  to  agreement. 

FLATS. 

10  to  30  feet  long  ^c. 

Over  30,  for  every  10  feet  or  fraction  thereof,  -^c.  extra. 
Under  10  feet,  subject  to  agreement. 


3  r 
To" 


43 


THE    PHCENIX   IRON  COMPANY, 


I  BEAMS. 


SHAPE. 

No. 

Depth. 

Width  of 
Flange. 

Thickness 
of  Web. 

Weight 
per  Yard. 

Inches. 

Inches. 

Inch. 

Pounds. 

I 

I  C 

J  8 

M 
j 

200 

8q 

1  c 

.  so 

I 

mmm> 

n8 

1  c 

4# 

4.2 

12; 

1 

c  c 

J  J 

12 

J  2 

I70 
1 

1 

C7 

j/ 

I  2 

I2< 

J 

1 

I 

12 

4^ 

• 

06 

1 

IIzL 

ioi 

C 

J 

.  Co 

I 

^8 

J 

Ah 

•44 

10c 

1 

I  ^1 

IO^ 

4* 

8 

GO 

A 

V 

Q 

J  8 

.60 

I  CO 

z 

J 

o 

y 

t 

84. 

6 

Q 

Ol 

j 

70 

1 1  2 

8 

t2 

•  0 

81 

CO 

8 

4 

112 

7 

4 

.38 

69 

7 

7 

3* 

•35 

55 

I 

1 1 1 

6 

3i 

.31 

50 

8 

6 

z± 

•25 

40 

106 

5 

3 

•3° 

36 

105 

5 

2| 

•25 

30 

65 

4 

2f 

.25 

30 

100 

4 

2 

.20 

18 

1 

To  fill  special  orders,  the  weight  of  any  of  the  above  can 
be  increased  about  ten  per  cent. 


44 


410  WALNUT  ST.,  PHILADELPHIA. 

DECK  BEAMS. 


SHAPE. 

No. 

Depth. 

Width 

of 
Flange. 

Thickness 

of 
Web. 

Weight 
per  Yard. 

Inches. 

Inches. 

Inch. 

Pounds. 

MM 

104 

»* 

5 

7 

95    to  112 

T 

88 

IO 

5 

A 

85    to  105 

I 

60 

9 

5 

1 1 

69   to  80 

1 

61 

8 

4* 

21 

60  to  72 

62 

7 

4* 

A 

51    to  62 

63 

6 

4i 

9 

"3~2 

42    to  51 

64 

5 

3 

3 
8 

35   to  40 

STEEL  DECK  BEAMS. 


140 

9 

5 

1 5 

32 

84   to  95 

139 

8 

5 

1  5 
32" 

73i  to  84 

137 

6 

4i 

A 

54   to  63 

62 

7 

4} 

5 

Tl> 

51    to  62 

63 

6 

4* 

9 

3? 

42   to  51 

64 

5 

3 

f 

35   to  40 

The  dimensions  given  correspond  to  the  minimum  weights. 


45 


THE   PHCENIX    IRON  COMPANY, 

CHANNEL  BARS. 


SHAPE. 


No. 

Width  of 
Flange. 

Thickness 
of  Web. 

Inches. 

Inches. 

Inch. 

124 

1  5 

4 

5 
f 

140 

15 

3i 

52 

12 

3 

1 

141 

12 

3 

1  6 

97 

I  ol- 

Jo 1 

24  J 

1 

130 

io 

2| 

1 

2~ 

129 

IO 

2} 

R 
g 

142 

IO 

2| 
2 

5 

1  <» 

53 

9 

2f 

J 

no 

9 

| 

143 

9 

2l 

_5 
1  B" 

123 

8 

2f 

| 

122 

8 

2 

1 

l37 

7 

2} 

5 

T6" 

136 

7 

2 

3V 

50 

6 

9} 

_7 
1  6 

51 

6 

2TV 
1  6 

1 

144 

6 

4 

11 

6  4" 

121 

5 

2 

5 

1  6 

120 

5 

A4 

3 

T6 

119 

4 

2 

5 

1  6 

118 

4 

If 

3 
T6" 

117 

3 

If 

3 
8 

116 

3 

ij 

1 
4 

Weight 
per  Yard. 


Pounds. 
1 50  to  200 
115  to  150 
88  to  1 50 
60  to  88 

60  only 

75  to  III 

57  to  75 

48  to  60 

7o  to  100 

50  to  70 
37  to 
47  to 

30  to  45 

35  to  57 

25  to  34 

47  to  56 

28  to  36 

22  tO  28 

27  to  30 
17  to 
24  to 
15  to 

18 tO  21 

15  to  18 


50 

57 


21 

27 
18 


Any  increase  in  thickness  of  web  adds  to  the  width  of 
flanges  and  to  the  weight.  No.  97  does  not  admit  of  any 
change  in  its  dimensions.  The  dimensions  given  corre- 
spond to  the  minimum  weights. 


4<> 


4IO  WALNUT  ST.,  PHILADELPHIA. 


T  BARS. 


SHAPE. 

No. 

DIMENSIONS. 

Weight 
per  Yard. 

Inches. 

Pounds. 

23 

5 

X 

2| 

v 

A 

i 

35 

25 

5 

X 

4 

v 

A 

i 

29 

132 

4jT 

X  3 

V 
A 

5 

25 

T 
i 

46 

4 

X 

-.3 
04 

A 

3. 
4 

49 

4 

X 

2 

V 
A 

5 

T6 

16J 

101 

3j 

X  3l 

v 

A 

§ 

28J 

45 

3 

X  3i 

X 

A 

32 

24 

3 

X 

3i 

X 

2 

30 

102 

3 

X 

3 

X 

1 3 

3  2 

21 

T 

98 

^2 

X 

2^ 

z4 

X 

1 3 

"3  2 

18 

84 

2j 

X 

2j 

X 

3 
8 

16 

103 

2 

X 

2 

X 

9 

3  2 

9 

47 

2j 

X 

'A 

X 

3 

T6 

6i 

Note. — No  change  can  be  made  in  the  above  dimen- 
sions. 


47 


THE   PHCENIX   IRON  COMPANY. 


EQUAL-SIDED  ANGLES. 


SHAPE. 

Ko. 

DIMENSIONS. 

Weight  per  Yard. 

Inches. 

Pounds. 

127 

6 

X°  XA 

to  ft 

50-3  to  93.5 

126 

5 

X  5  X  it 

f      1  1 

37.0  to  62.0 

H 

4 

X4  X  1 

28.1  to  51.6 

r 

15 

3}  X  3i  X  A 

to  g 

20.5  to  41.0 

16 

3 

X3  Xi 

to  J 

15.0  to  28.1 

37 

2| 

X*!X  i 

to  i 

13.4  to  25.8 

17 

X  2}  X  A 

fo  I 

10.5  to  23.6 

38 

X  2}  X  A 

to  V 

8.0  to  18.3 

r 

18 
19 

2 

it 

X2  xA 
X  *t  X  A 

to  | 

to  A 

7/5  to  14.0 
6.1  to  10.1 

20 

X  ij  X  A 

to  i 

4.4  to  7.1 

39 

•ft 

X  1]  X  ft 

to  A 

2.8  to  4.3 

40 

X  1  X  ft 

^  A 

2.4  to  3.6 

Note. — The  sides  of  Angles  agree  only  with  the  mini- 
mum thickness  in  table;  they  increase  in  width  as  the 
thickness  increases. 

Orders  should  specify  either  the  thickness  or  the  weight 
required,  but  never  both. 


48 


4IO   WALNUT   ST.,  PHILADELPHIA. 


UNEQUAL-SIDED  ANGLES. 


SHAPE. 

No. 

DIMENSIONS. 

Weight  per  Yard. 

87 

Inches. 
/NT1     A  32 

to 

3 
4 

Pounds. 
40.7  to  74.8 

91 

6 

/NT"     /\  H 

to 

3 
4 

36.5  to  71.2 

r 
i 

92 

6 

y  ^1  y  § 

A  J2  A  8 

to 

5 
8 

33.8  to  56.2 

41 

/\    T"        /\  8 

to 

5 
8 

31.9  to  53.1 

93 

e 

V  *l  V  A- 

to 

1  1 

1  6 

27-5  to  55.0 

42 

e 

j 

to 

L 
8 

23.6  to  47.1 

43 

/\  J     /\  8 

to 

9 

16 

26.5  to  39.7 

94 

4 

X  32  X  1 

to 

9 

26.5  to  39.7 

44 

4 

X  3  Xn 

to 

r9<r 

20.5  to  36.9 

r 

95 

3i 

X3  XA 

to 

9 
T6 

19.7  to  34.1 

86 

3 

X  2}  X  i 

to 

i 

13.0  to  25.8 

109 

3 

X  2  X  1 

to 

3. 

8 

1 1.9  to  17.8 

96 

24 

X  X2"  X  TB" 

to 

1 
4 

7.5  to  9.0 

See  note  on  opposite  page. 


49 


THE   PHCENIX   IRON  COMPANY. 


PH(ENIX  ANGLE  IRON. 

TABLE  OF  THICKNESS  AND  WEIGHT 
PER  YARD, 

AS  ORDINARILY  MADE. 


CO 


Size. 

Weight 

Size. 

Weight 

Size. 

Weight 

IN. 

LBS. 

IN. 

LBS. 

IN. 

LBS. 

JL 

T6 

JL 
3  2^ 

r 

13 

3  2 

[ 

1 

2 

j/  O 

1 
4 

I  2.0 

_7_ 
1  6 

1 

9 

64.7 

CM 

5 

1  6 

I4.9 

^« 

i 

50.O 

x-! 

¥ 

8 

71.9 

3 
8 

17.8 

X, 

9 

¥ 

56.2 

1  1 

¥ 

79.I 

7 

20.7 

CO 

8 

62.4 

4 

86.3 

? 

23.6 

1  1 

r36 

68.6 

1  3 
T6 

93-5 

4 

74-8 

co  r 
xj 

1  3 

3  2 

A 

8.0 

A 

40.0 

1 
4 

IO.5 

3 
8 

36.5 

1 

2 

45-5 

x< 

5 

T6 

I3.I 

A 

41.5 

? 
8 

51.0 
56.5 

1 

7 

T6 

15.7 

10.3 

x< 

i 

? 

47-5 
534 

SI 

1  1 

Ye- 

62.0 

CO 

f 

59.3 

I 

A 

l 

2" 
g 

5. 
8 

28.1 
32.8 

37.5 
42.2 
46.9 

C5 

X< 

3 

1  6 

_7 

i 

A 

8 

7.5 

94 
11. 7 

14.  O 

1 1 

¥ 

t 

A 

^5-3 
71.2 

33-8 
394 

51 

CO 

x- 

51.6 

x, 

CO  , 

1 

2 

450 

5 

V 

8 

20.5 
24.6 

f 

A 

JL 
4 
5 

T6 

6.1 
8.1 

IO.I 

X 

CO 

9 

T6 

I 

50.6 
56.2 

CO 

A 

28.7 

X. 

32.8 

f 

3T-9 
37-2 
42.5 

CO 

? 

8 

36.9 
4.1.0 

X 

3  2 
3 

1  6 

A 

44 

JO 

6.2 

X^ 

A 

i 

t 

15.0 
18.2 

7.1 

* 

8 

47.8 
53.1 

CM 

21.5 

X' 

CO 

A 

24.8 

r 

2.8 

27.5 

1 

28.1 

El 

A 

3-5 

5 

IS 

A 

43 

3 
8 

30.0 

13-4 

A 

35o 

¥ 

16.5 

CO 

X' 

i 

40  0 

".I 

8 

19.6 

i 

2.4 

9 

45-° 

A 

22.7 

Hi 

5 
■3-2- 

30 

? 

50.0 

fl 

t 

25.8 

A 

3-6 

1 1 

T6 

55.o 

CM  L 

Size.  Weight 


5° 


4IO   WALNUT   ST.,  PHILADELPHIA. 


MISCELLANEOUS  SHAPES. 


SHAPE. 

No. 



DIMENSIONS. 

Weight 
per  Yard. 

1 

Inches. 

Pounds. 

1 

10    X    i  Bulb 

62 

~v 

3i  X  2     X  A 

25 

+ 

i35 

3i  X  iA  X  A 

Hi 

1 

t 

32 

4  X  ii  X  'i 

9 

1 

33 

I*  X     1     X  A 

4j 

A. 
T 

34 

if  X  1}  X  A 

6 

56 

*i  X  A 

9 

1 

107  ' 

7i  X  A  to  J 

15  ^  45 

108 

Slight  difference  in  shape. 

5 


THE   PHCENIX    IRON  COMPANY, 


PRICE  OF  PHCENIX  COLUMNS. 

RIVETED  UP  AND  TURNED  OFF  AT  ENDS  TO  SPECIFIED 
LENGTHS. 


ORDINARY  LENGTHS. 

A  columns  10  to  20  feet. 

All  other  columns  10  to  30  feet. 

Columns  longer  or  shorter  than  the  ordinary  lengths  will 
be  at  an  extra  price.  Any  attachments  made  or  work  done 
will  increase  the  cost. 

A,  B1,  B2,  and  C  are  4  Segments. 
E  is  6  Segments.         G  is  8  Segments. 

C,  E,  and  G  Columns. 

Over  Three-eighths  of  an  Inch  Thick. 

Cross  section  containing  over  3%  □  inches  per  Segment. 

ORDINARY  SIZES.  \ 
10  feet  to  30  feet  long  J  cents  per  lb. 

EXTRAS. 

C,  E,  and  G  Columns. 

Over  Three-eighths  of  an  Inch  Thick. 
Cross  section  containing  over  3%  □  inches  to  each  Segment. 

Over    30  feet  to  40  feet  Y1^  cent  per  lb. 

"      40     "     45  "  A  " 

Under  10     "       5   "  A    "  " 

Three-eighths  to  One-quarter. 
Cross  section  containing  3%  □  inches  per  Segment,  or  less. 

10  feet  to  30  feet  T2o  cent  per  lb. 

Over    30     "     40  "  To    "  " 

"      40     "     45   "  t5o  " 

Under  10     «       5   "  ^  " 


52 


410   WALNUT   ST.,  PHILADELPHIA. 


B2  Columns. 

Over  Three-etghths  of  an  Inch  Thick. 

Cross  section  containing  ioT%  □  inches,  or  over. 

io  feet  to  30  feet  fa  cent  per  lb. 

Over    30     "     40  "  T2o  " 

a      40    "     45  "  to  u 

Under  10     "       5  "  to  " 

Three-eighths  to  One-quarter. 

Cross  section  containing  7T%  □  inches,  or  over. 

10  feet  to  30  feet  fa  cent  per  lb. 

Over    30     "     40  "  to    "  " 

Under  10     "       5  "  to    "  " 

B1  Columns. 

Over  Three-eighths  of  an  Inch  Thick. 
Cross  section  containing  9^  □  inches,  or  over. 

10  feet  to  30  feet  fa  cent  per  lb. 

Over    30     "     35  "  x5o  " 

Under  10     «       5  "  fa  " 

Three-eighths  to  One-quarter. 

Cross  section  containing  6x4o  □  inches,  or  over. 

10  feet  to  30  feet  fa  cent  per  lb. 

Over    30     «     35  "  fa  " 

Under  10     <£       5  "  A  " 

A  Columns. 

Three-eighths  to  One  quarter  of  an  Inch  Thick. 

Cross  section  containing  4r8o  □  inches,  or  over. 

10  feet  to  20  feet  1     cent  per  lb. 

Over    20     "     30  "   it2q-    "  " 

Under  10     "       5  "   iT2_.    «  « 

Under  One-quarter  to  Three-sixteenths. 

Cross  section  containing  3^  □  inches,  or  over. 

10  feet  to  20  feet  it2q  cent  per  lb. 

Over    20     "     30  "   iT5^    "  " 

Under  10     "       5  "   IT0    "  " 


5 


53 


THE   PHCENIX   IRON  COMPANY, 


LIST  OF 

DIE-FORGED  EYES  ON  FLAT  BARS. 


SIZE  OF  BAR. 


Inches. 

2  X  I 
2     X  f 

2    X  i 

2  X 


I 


2j  X 

2j  X 

2i  X 

2*  X 

3  X 
3 
3 
3 
3 
3 
3 


X 


X 
X 
X 
X 
X 


3}  X 
34  X 
3i  x 
34  X 
34  X 


X  i* 

X 

X 
X 
X 
X 


4}  X  I* 

41  x  i 

44  X  i* 

44  X  >1 

5   X  2 

5    X  i 

5   X  2 


Diameter 
of  Pin. 


2ll 

Zl  6 
ol  5 

ZT6 

3A 

3A 

J16 

4ft 
4ft 
5ft 


3i  6 
3T6 
Ol6 

4A 

3  i 

3t6" 
3t6 

21  5 

4A 
4A 
4H 

Jl  6 

3t76 

OT6 

4.11 

t-1  6 

5X6 

oil 
J16 

4ft 
4ft 


SIZE  OF  HEAD. 


Inches 

4  X 

44  X 

5  X 
54  X 

44  X 

54  X 

6  X 
6i  X 


X 
X 


74  X 
71  X 
84  X 
8f  X 

7  X 
74  X 

8  X 
84  X 


74  X 

7t  X 
X 

8|  X 

8|  X 

94  X 

94  X 

io  X 

9  X 

94  X 

io  X 

ioJ  X 

94  X  2j 

io  X  I* 

io  X  24 


Thicker 
than  Bar. 


54 


410   WALNUT   ST.,  PHILADELPHIA. 


LIST  OF 

DIE-FORGED  EYES  ON  FLAT  BARS. 


SIZE  OF  BAR. 

Diameter 
of  Pin. 

SIZE  OF  HEAD. 

Head 
Thicker 
than  Bar. 

DIE  No. 

Inches. 

Inches. 

5   X  i 

5   X  2 
5   X  if 
t  y  ii 

5   X  2 
5    X  if 
5    X  if 

A  1 1 

4T6 

4H 

sA 

St* 

J  1  b 

5U 
6A 

°T¥ 

io|  X  1} 

">J  X  2} 

11  X  ii 

II*  X  2i 
IlJ  X  *i 

12  X  2j 
12*  X  2j 

i 

1 
2 

1 

1 

1 

? 

i 

i 

164 
163 
91 
166 
165 

93 
7i 

6   X  if 

6X2 
6     X  2f 

6    X  i| 
6    X  If 

4i  6 

4?4 

t-1  6 
4l  6 
°T<7 

11  X  2| 

12  X  2| 

12  X  3 

13  X  2| 

14  X  2j 

5 
8 
§ 
8 
5 
8 

f 

"8" 

178 
173 
174 

68 

179 

Dies  for  flat  bars  may  be  used  for  bars  that  are  thicker 
or  thinner  than  sizes  specified. 

The  thickness  of  a  bar  should  never  be  less  than  one- 
fourth  of  its  width  nor  more  than  one-half. 


UPSET  SCREW  ENDS  ON  ROUND  BARS. 


Diameter 

Diameter 

Length 

Threads 

Diameter 

Diameter 

Length 

Threads 

of 

of 

of 

per 

of 

of 

of 

per 

Bars. 

Upsets. 

Upsets. 

Inch. 

I  Bars. 

Upsets. 

Upsets. 

Inch. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

f 

3 
4 

2} 

IO 

H 

^4 

7 

4 

1 

I 

2| 

8 

2 

2f 

7i 

4 

7 

8 

Ii 

3 

7 

2i 

2} 

8 

I 

Ii 

3* 

7 

2i 

2^- 

8 

: 

ii 

If 

4 

6 

2f 

23 
24 

B* 

3* 

^ 

*i 

4} 

6 

2i 

^8 

9 

3} 

if 

if 

5 

5 

2f 

3 

9 

3* 

1} 

if 

Si 

4 

2| 

3«- 

9* 

1 1 

J2 

3i 

if 

2 

6 

4i 

7 

28" 

3f 

9i 

if 

2i 

6} 

4i 

3 

3i 

10 

3i 

55 


THE   PHOENIX   IRON  COMPANY, 


GENERAL  FORMULAE  EXPLANATORY  OF  THE 
FOLLOWING  TABLES  AND  THEIR 
APPLICATION. 

Let  A  represent  the  area  of  cross  section  in  square  inches. 

Let  I  represent  the  moment  of  inertia  of  A  about  an  axis 
passing  through  its  centre  of  gravity. 

Let  d  represent  the  distance,  in  inches,  of  the  most  re- 
mote fibre  from  the  axis  for  I. 

Let  r  =  (^)  ^  represent  the  radius  of  gyration  of  the 
section  A. 

All  the  preceding  quantities  are  given  in  the  following 
tables  for  the  various  sections  of  beams,  channels,  angles, 
etc. 

Let  M  represent  the  greatest  bending  moment,  in  inch- 
pounds,  for  any  loading  or  span. 
Let  /  represent  the  span  in  feet. 

With  the  load  W  pounds  at  the  centre  of  the  span  I : — 
M  =      3  W  /    for  ends  of  beam  simply  supported, 
r  X5L  W  /I 

M=|_89  ^-^|for  one  end  simply  supported  and  the 
other  fixed. 

M  =  |   I  W  /  j  ^or  k°tn  ends  of  beam  fixed. 
With  the  uniform  load  of  w  pounds  per  lineal  foot  of 
span  : — 

M  =      \w  I2    for  ends  of  beam  simply  supported. 

M  =  |  3|^^2lfor  one  end  simply  supported  and  the 

other  fixed. 

{—  w  I2  ) 
2      ,„  >  for  both  ends  of  beam  fixed. 
-  w  I2  j 

The  preceding  negative  values  belong  to  points  of  support. 
Let  K.  represent  the  greatest  stress  in  pounds  per  square 
inch, — i.e.,  the  stress  in  the  most  remote  fibre. 


56 


410   WALNUT   ST.,  PHILADELPHIA. 


K  I 

Then  M  =  —j-  (i): 

Ud 

Or,     K==T-  (2). 

If  r  is  known,  as  it  sometimes  may  be, 
Md 

A=K7* (3). 
Let  D  represent  the  greatest  deflection  in  inches. 
Let  E  represent  the  coefficient  of  elasticity  in  pounds  per 
square  inch.  Then 

W  at  span  centre.       Uniform  load. 

W  /3  w  /4 

D  =      36  ^  j-    22.5  ~j?~Y  f°r  supported  ends. 

W  /3  W  I* 

D  =  1 7. 1 1       j   9.366  g  j    for  one  supported  and 

one  fixed  end. 

W  /3  W  /4 

D  =       9  g  j    4,5      j    for  both  ends  fixed. 

ttR4 

For  a  circular  section  I  =  — — —  and  d  =  R  (the  radius). 

Hence,  M  =0.7854  K  R3  (4). 

Eqs.  (1),  (2),  (3),  and  (4)  are  of  great  practical  value. 
The  values  in  table  on  page  58  are  computed  from  Eq.  (4), 
with  K  equal  to  15,000,  18,000,  and  20,000. 

RIVET  BEARING  AND  SHEARING. 

Let  S  represent  the  shearing  resistance  in  pounds  per 
square  inch. 

Let  p  represent  the  bearing  pressure  in  pounds  per 
square  inch. 

Let  (2R)  represent  the  rivet  diameter  in  inches. 

Let  /  represent  the  thickness  of  plate  in  inches. 

Then,  Shearing  resistance  of  rivet  =  tt  R2  S        .  (5). 
Bearing  resistance  of  rivet  =2R//         .  (6). 

The  values  of  Eqs.  (5)  and  (6)  for  S  =7500,  and  p  = 
12,000  and  15,000  are  given  for  various  values  of  (2R)  and 
/  on  page  59. 


5* 


57 


THE   PHCENIX   IRON  COMPANY, 


MAXIMUM  BENDING  MOMENTS  TO  BE  ALLOWED 
ON  PINS  FOR  FIBRE  STRAINS  OF  15,000, 
18,000,  AND  20,000  POUNDS. 


Diam. 
of 
Pin. 
Inches. 

BENDING  MOMENTS. 

Diam. 
of 
Pin. 

Inches. 

BENDING  MOMENTS. 

S=15,000 

S=18,000 

S=20,000 

S=15,000 

S-18,000 

S=20,000 

1 

I* 

I& 
Ij 
Ift 
If 

ift 

4 

i  ft 

if 

i» 

if 

f 

?» 

2* 
2ft 

2ft 

2f 

2ft 

2j 

2ft 

2| 

2}i 

2| 

24-4 

2i 

■H 

3 

3ft 

3* 

3ts 

3i 

3ttt 

3l 

3t\ 

3i 

1,470 
1,770 
2,100 
2,470 
2,880 
3.330 
3.830 
4,370 
4.970 
5,620 
6,320 
7,080 
7,890 
8,770 
9710 
10,710 
11,780 
12,920 
14.13° 
1541° 
16,770 
18,210 
19,720 
21,320 
23,000 
24,780 
26,620 

28.580 

30,630 
32,760 
34.980 
37,330 
39.750 

42,290 

44,940 
47,690 
1 50,550 
53.520 

56,600 

59,810 
63,130 

1,770 
2,120 
2,520 
2,960 
3.45o 
4,000 

4,59° 
5.250 
5  960 
6,740 
7.58o 
8,490 
9-470 
10,520 
11,650 
12,850 
14,140 
15,500 
16,960 
18,500 
20,130 
21,850 
23.670 

25,59° 
27,600 
29,730 
31,95° 
34,30° 
36,75° 
39  3IQ 
41,980 
44,800 
47,700 
5o,75° 
53.93° 
57,230 
60,660 
64.230 

67.930 
71,780 
75,76o 

1,960 
2,35o 
2,800 
3-290 
3,830 

4.440 
5,ioo 
5830 
6,630 

7,49° 

8-  420 

9-  43° 
10.520 
11  690 
12,940 
14,280 
i5,7io 
17,220 
18,840 
20,550 
22,360 
24,280 
26,300 
28,43c 
30,670 
33.040 
35.5oo 
38,110 
40,830 
43  680 
46,650 
49,770 
53.ooo 

56,39° 
59.920 

63.59° 
67,400 
71,370 
7547° 
79-750 
84  180 

si 

3» 

3* 

3« 

al 

m 

4 

4tV 

4* 

4i% 

44 

4& 

4*  ' 

4A 

4i 

4t9<? 

4l 

4» 

4* 

4ft 

4* 

4tf 

5 

Si 
5i 
51 

si 

51 

si 

6 

6* 
6| 
6| 
6i 

4 
a 

4 
7 

66,580 
70,140 
73.840 
77,660 
81.600 
85,690 
89,900 
94,240 
98,720 
103.370 
108,130 
113,040 
118,100 
123.320 
128,680 

134,190 
139,860 
145,690 
151,670 
157,820 
164,140 
170,600 
177,260 
184,100 
198,200 
213,100 
228,700 
245,000 
262.100 
280,000 
298,600 
318,100 
338,400 
359.5oo 
381,500 
404,400 
428,200 

452  9°° 
478,500 
505,100 

79,900 
84,170 
88,600 
93.I90 
97.920 
102,820 
107,880 
113,090 
118,460 

l!24,040 

129,760 
135.650 

I4L730 
147,980 
154,420 
161 ,030 
167,830 
174,820 
182,000 
189*380 
196,960 
204,750 
212,710 
220,800 
237,800 
255,600 
274.300 
294  OOO 

314,400 

336,000 

358,300 

381,700 
406,100 
431,400 

457,830 
485.300 

513,900 
543,300 
574,200 
606,100 

88,770 
93.520 
98.450 
103,550 
108,800 
114,250 
119,870 
125,660 
131,620 
137,820 
144,170 
150,720 
157,470 
164,420 
171,570 
178,920 
186,480 
194.250 
202,220 
210,450 
218,850 
227,470 
236,350 
245,400 
264,300 
284,100 
304,900 
326  700 

349.500 
373  30O 
398,200 
424,100 
451,200 
479,400 
508.700 
539.200 

570,900 
603,900 
638,000 
673,500 

58 


410  WALNUT   ST.,  PHILADELPHIA. 


o  o  o  c  _ 

m  r^co  in  v 


CO  ]  CO 


c  ooooooo 

£  ts  o  ro  ts  ^  m 
<-£      d\  cm"  o"  cn  o"  "< 


i  o  o  o  o  o  o  c 

l-inomvovocMVC  _. 
h  cm  o  on  mvo  i-  rovo_ 
I  k  on  m  ON  cm"  o"  c 


312 


ooooooooooooc 

O  N  N  N  f>  h  invO  VO  O  oo  m  c 
t^o  cm  vo  N  co  cm^  on  t^vo  cm  cm  oo 
VO  OiNO>  NOW  o  oo"  m"  o*  <n"  on 


OOOOOOOOOOOOOO' 
CM  CM  OiOvo  On  co  N  O  vo  N  in  t)-  rot 
vo  vo^  o^  cm  in  n  o  co  m  q>  on  m  -<i-  h  on 
in  rCvo~co"vo"co~  r-C  on  tC  on  tC  o"oo"  m" 


•  :3 


ooooooooooooooooo 

c~ivO  vo  00  OO  O  m  CO  **-  invo  tso\0\«  m 
vo  co  o  oo  ^-moNom^NONM  -<s-mo  O 
-<£vo"  mvo"  in  tC  in  rCvo~oo~vo~oo"     on  o"oo" 


o  ooooooooooooooooooo 
mvo  w  o  On  c^vo  inrocM  o  O  NNi-uiH  cm 
t>-  m  h  vo^  m  q^oo__  incM  o  vo  mo  o\  m     n  o  h 

co      cn  m  rf  m  -tf-vo"  Tfvo"  m      m  cCvo"  rCvo"oo~vo"oo" 

O000O0000000OO0O0O00O0<_ 
cm  on  in  o  oo  m  <-  cm  m  n  tj- oMn  m  \o  m  t^oo  oo  o  on  co 
vO  no  On  h  cm  mvo^  on  On  ro  in  Mn  h  on  m  cm  on  in  co  on  c^  cm 
cm  co  cm  trntrotmintin  -^no  ^no  mvo  m      m  c-CvcT 

0000000000000000000000000 
r~-  w  mvo  co  h  w  on  cm  r^vo  cm  -<*•  o.  cm  cm  ooooo  covo  oo  tt 
0\co  cm  h  m  moo  oo  o  cm  co  mvo  on  On  cm  cmvo  in  on  n  co  o  vo  co 


I   CM    CM    CO  CM    CO  CM   CO  C 


-  m  -<s-vo  mvo  m 


ooooooooo 

O  m      ■<*■      rr  m  ro  -a-  u  „ 

tj-  o  vo  cooo  vo  m  on  co  cm  m  moo  oo  O  m  cm  co  mvo  c^  on  On  cm  - 
m  cm  m  cm  h  cm  cm  cm  oT  co  cm  co  cm  co  co  t}-  co  ^ 

000000000000000000000000000 
pi  ^-m  no  h  o\^-  f^oo  vo  i-i  m  m  ti-oo  n  n  h  inot»  On«  n  mvo 
m  vo  cnco  m  m  vo  cooo  mooo  cm  o  ^t-  cm  vo  moo  o.  o  On  m  0"  " 
h"  m"  m"  m"  m  cm"  w"  cm  w"  cm"  cm"  cm"  cm"  co  cm"  co  oT  co  cm"  CO  CO  CO  CO  t 


ooooooooooooooooo 

-OOOOOOOOOOOOOOOOO 
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mcMincMmcMmc 


m  cm  m  cm  m  cm  i 


O  O  O  O  O  O 
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59 


THE   PHCENIX   IRON  COMPANY, 


PROPERTIES  OF  PH(ENIX  BEAMS. 


GYRATION. 

Neutral  Aiis 
Coincident  with 
Axis  of  Web. 

O  On  CM  On  m  CO  CM  TfvO  CM  00  Tt"  On  IN  tovO  O  H  H  (N 
O  On  ON  m  OOO  h  On  On  CM  OO  t>  ONOO  OO  C-n  t>*  in  1>nO  vO  rj- 

H    O    O    H    W    O    M    O"    O"    W    O"    O    O    O*    6    O*   6    O    6    O'    O  O 

RADIUS  OP 

Neutral  Axis 
Perpendicular  to 
Axis  of  Web. 

N  H  N  rj-  tOOO  CO  ON  0  lO^rOCOiOTf-fOCOfOi-CO  OnvO 

0000  t>>     t>.     cnj  q  cm  10  vq  10  «  n  00  00  t  ro  q  q 
tototoTfTf4-^^^cococococNooi  cm"  cm*  cm"  cm*  cm!  h  m 

P  INERTIA. 

Neutral  Axis 
Coincident  with 
Axis  of  Web. 

CO  CM  vO  00  00  O  CM  CO  COO  00  CM  On  00  (M  K  ON  to       w  COM 

onvo  cm  o  onvo  t^qvqiH  N^^^t^^l"  ^ 

CO  CO  O'  "i-  (Ni  t^vd  ON  C~n  COO  CO       4"  to  CO  CNl  h  m  H  M  6 
CM  m  m   0)  M        H  CM 

MOMENT  0 

Neutral  Axis 
Perpendicular  to 
Axis  of  Web. 

rj-  ON  w  MD  lO  ONO  OO  C^COtv.'rfTj-rJ-CM  iOO\H  CM  CO  M 
\jT)       m        *-OvO  *-0  CO^O  O            ^i"  i-O  t^*  0)  vO  *0        ^^vO  ^* 
vO*  vO*  vO*  H  CM  m"  O  uSoo  OnO  vO*  "4*00  iO  4  On  h  tJ-  CM*  t>  ^ 

ko  moooo  o  ^  t->  tooo  m  oo  oo  vo  to  rj-  cm  cm  m  h 

VOIO"^COCMCMCMMHHM 

Width  of 
Flange. 
Inches. 

oo  to  co     to            oooo                           to     to  to 
co  i>.vq  lONioqiococoqioioq  q  *o  m  i>«  q     t>.  q 

lOTfrfiorfTtlO^Tt-iOrfcO^^^COCOCM*  CO  CM*  CM*  CM* 

Thickness 
of  Web. 
Inches. 

ir)        in            to  to 

to       CM  On  On  t>>            K            h  NOO  NiOH  U)       to  to 
VO  trj  rj-  lo  rj-  CO  to  rt"  COVO   rfcOCOCOCOCOCOCM  CO  (M   CM  CM 
OOOOOOOOOOOOOOOOOOOOOO 

Area  of 
Section. 
Sq.  In. 

q  q  to  q  iovo  to  to  q  q  ^  q  h  to  on  to  q  q  vq  q  q  oq 

6  to  CM  K  CM   ON  CO  O'  ON  to  00*  N  CX3  vO  vO        if)  4  OT  CO  CO  H 

CM    M    M    M    H           WM  M 

Weight 
Per  Yard. 
Lbs. 

O  0  to  0  tovO  m  to  o  o  n-  O  m  to  On  to  O  OvO  O  O  00 
O   LOCM        CM   ON  CO  O   On  to  00  NCOvO  vO  to  to  ^t"  CO  CO  CO  M 

(Nj    i_i    M  I— i    H          H    H  H 

Sz= 
o 

EH 
-=H 

CD 

.  g    .  g   &;  f  .  .  s  

U  CU   tuO  CO   <U  OJD-th  «5   ^  CD   CU   «/)  <u   «JO(U  0J3cj   OJD  qj   DJ3CU  «*) 

GO 

m 

lOtOiOCMCMCMOOOONON  On  00  00  tN  INO  VO  to  tO  ^  ^t" 

MHMMHHHHH 

No.  of 
Shape. 

H  Onoo  lO  N  O  ^  00  m        lovO  CO  On  CM  N  h  00  vO  to  to  O 

OOCOVOtOCOMtOCO                     M    to  M          H          O    O  <0  O 
M                HHM                      H          H          M          M    H  H 

no 


410   WALNUT   ST.,  PHILADELPHIA. 


Distance  of 
Centre  of 
Gravity  from 
Outside  of 
Flange. 

t>^  r-^vo  On  looo  hh 

CM   N  <^LO       CO  "+ 
4        M'   N    N    h  N 

RADIUS  OF  GYRATION. 

Neutral  Axis 
Coincident 
with  Web 
Axis. 

r^oc  oo  nnio 

o  o  c  o  o  o  o 

Neutral  Axis 
Parallel 
to  Flange. 

i-i  CM       O  co  i>>  On 

CI   N    N   0~\  lO  h  N 
4  4        N   CM    CM  « 

MOMENT  OF  INERTIA. 

Neutral  Axis 
Coincident 
with  Web 
Axis. 

vO        iO       iT)  0\ 
m  mOOOO  0  COOO 

in  io  ^  f  o  n  m  0 

Neutral  Axis 

Parallel 
to  Flange. 

iO  fO  On  t^OO  On 

uovo  co  <-ovo  cs 
00     1  co  O  M  On  h 

Width  of 
Flange. 
Inches. 

O  O  0  0 

Thickness 
of  Web. 
Inches. 

00  00  ^j-oo  rOH  u-> 
CO  CO       0)  i-  oo 
^  CO  CO  CO  CM  CO 

d  o  d  d  d  d  ci 

Area, 
Sq.  In. 

to  lO  ON  O         CM  UO 

ON00  vO  vO  lo  ro 

Weight 
Per  Yard. 
Lbs, 

u->  io  On  O  '-i  CM  lo 
ONOO  VO  VO  ir>  tJ-  ro 

DESIGNATION. 

fcUO^G   ^            JZ  ^ 

'r\   OJO  OJO  OJO  OA  CJO  OJO 
^  h133  Jh33 

*S    V    V    <    <     V  V 
HWV     V     V     V     V  V 

"i  O  ONOO  r^vO 

1— 1  1— 1 

1x0.  01 

Shape. 

^00  O  h  M  f^rt 
0  00  "O  vO  vo 

ON  O   *0  ONOO 
tJ-00   CO  l>» 
CO  CO  CM  CM  CM 


O  O  O  O  O 


O  ONOO 
ioO^)  H  M 

CO  CO  CM   CM  CM 


"tf-  ^f-  LO  CO  CM 


w 
w 

H 

CO 


0  0  0*00 

uo  uS  rj-  rf 


00  00  00  00  lo 

co  co  co  co  r^. 

^-  ^"  co 

d  d  d  d  d 


CM   CM  CO  CO 

oo  j>»      »o  rj- 


J  ^ 
^  ^  ^3  >  ^ 

OJO  OJO  OJO  g  OX 

3  3  3  W  3 

V  V     V    V  V 

V  V     V     V  V 

ONOO  t>»vO 


O  ONOO  JT^-O 
co  co  co  co 


THE   PHCENIX   IRON  COMPANY, 


Distance  of 

Centre  of 
Gravity  from 
Outside  of 
Web. 

oo  O        CO  O  ONNvOvOvOvOvOvO  C0\0  0 
O   O  00  OO  CO  \D  OO  00       VO   LO  LO  lo  LO  l>> 

hhOOOOOOOOOOOOOO 

GYRATION. 

Neutral  Axis 
Parallel  to 

Web  through 
Centre  ot 
Gravity. 

OO  h  n  lovO  On  h  On  OnvO  CO  CO  O  N  n 
O  m   On  ON  t>.  0\0   tNvO  vO  vO  vO  iO  lO  ts  N 
hhOOOOOOOOOOOOOO 

RADIUS  OF 

Neutral  Axis 
Perpendicular 
to  Web  Axis 
at  Centre. 

N  N  0  covO  hvO  ^  0  O  h  tJ-  coco  tN  oo 
CM        CO  LO  ON  CO  (N  LO  -j-vO   lovO    tJ-  lo  O  01 

ioioioioco444corncocomcococci 

-si 

Eh 

pa 

Neutral  Axis 
Parallel  to 
Web  through 
Centre  of 
Gravity. 

M    tr^ONM    t)-  N  C\  H  VO    H    Onh  ONt^"^"ON 

vq  cm  coo      o  m  q  cj  lo  lo  m  ^  on  cm  vo 
co  oo  cm  d  oo"  lo  4  co  lo  co  cm"  cm  cn'hloco 

01    H    Hi  H 

MOMENT  0: 

Neutral  Axis 
Perpendicular 
to  Web  Axis 
at  Centre. 

Hi  KvO   CO  CO       O  hvO  ONNNNO 

LO  Hi  00    LO  t>>  t>»  ^t"  LOVO    CO  O  NO    Hi    HI    CN  0) 

4  Omi   h  lo  CO  On  CO  00  K  rj-  COOO  CO  "i"  lo 
lo  t)~  CM  lo  COO  lo  01  01  On  t^vO  CO  NON 

LO  ^  ^3"  CO  CM    H    Hi    HI  M 

Thickness 
of  Web. 
Inches. 

LO                       CO  CO  LO       00  CO  LO  LO  CO 

CM    LO                     VO    H    N          COH  IONH 

OvO   MO  0  lo  lo  COOO  LOrfcOLOCOOO  lo 

h  d  o  6  M  d  d  d  d  d  d  d  6  o  6  d 

Width  of 
Flange. 
Inches. 

00        LO  0              LO             CO  CO       CO  LO  vO  LO 

co  q     lo  lo  q  cm  q  q  vq  vq  lo  rt-  cm  o  t>. 
^^cococococococooi  oi  oi  cm'  cm  co  cm' 

Area  of 
Section. 
Sq.  In. 

q  q  q  lo  o  co  oo  q  m  lo  q  oo  io  n  q  o 

O  LO  LO  Hi  LO  00  00  vO  H  tNvO*  4-  IN  LO  o" 

0)    H    H    H    H                        HI  HI 

Weight 
Per  Yard. 

0  O  O  lo  O  oo  oo  0  h  lo  O  oo  lon  O  0 
0  lo  lo  m  loco  00  vO  hi  C^vO   tMOO  N 

CM    HI    Hi    H    H                        M  H 

| 

EH 
«4 
5Z5 

HH 

1 

Qj  0J3<U  OJD  CU  OJDcU  o/jcu  ojOcd  OXJcu  cJ3<U  Oi} 

^jkjKhIhChImhhIKhIejhChI 

co 

m 
<=* 

lOloiOLOCMCMCMOIOOOOOOOnOn 

No.  of 
Shape. 

i-rt-O  O  CM  CM  h  h  O  O  CM  CM  On  On  CO  CO 
CM   CM   Tj-Ti-LOLO^t-rf-COCOTt-^CM   CM  LO  LO 
HI    M   HI   H  HHHMHMHH 

410   WALNUT  ST.,  PHILADELPHIA. 


h  O  i^NvO  to       to  On  ltjvO  tN  ON  COvO  N  H  0        ifl  m  N  O  O  O   <N  fO  O 

dodo  o*  d  6  d  d  d  d  d  d  d  d  d  d  6  d  d  d  d  d  o'  d  6  d  d 


ddoooooooooooooooooooooooooo 


co(NCNh(NhhO<MhOOcOCMhhOOOOOOOOOOOO 


On  tNVO  to  to  rj-  CO  CM 


nioco  on     to         to  oo     On  to  oo  co     h  ei  io  coco  oo  to  co  coco  to 
Q\  N  fO  h        Mr)ir)N  h  tJ-h  PI  moo  IO0O  NNh^ooo  NhvOOO  NiO 
tOCO^COtOCOTt-CMvO   CO  CO  CM  vO         CO  01   CM  m   CO  CO  CM   H   CO  <0  CN  H  CO  CN 


OOOOOOOOOOOOOOOOOOOOOOOOOOOO 


CNCN<NCNCNCNCNCNCNCNCNCNWaa<NwH<NCNHH<NCNHHHH 


O  q  q  t>>  in  t>»  to  o  tv  to  ^-  tovq  t>*vq  oo  oo  n  q  n  h  n  n  t*-oo  tooo  to 
^totocoto^^cotocococN  torfcocN  cm'  oi  co  oi  on  H  cn  oi  H  H  H 


>"+^  ^-M*    *j  ^.^j    _j       >>^.  t^^. 

"on  "on  "on  "on  00  00  00  00  *tx*bs*K*Kvb  Co  Co  vb  vb  vb  ^^^V)\^-%t%t-%j-*co*co 


O  O  CO  CO  CO  CO  CN  01  t^^O  vOOOHHrJ-rhHMOOON  On  00  00  t^vO 
H  M   "^-rJ-CN   CN   CN  CN   COCOCOCOtOtOtOXO^T^CN   CN   CN   CM  H  m   h  H  M  h 


63 


THE   PHOENIX   IRON  COMPANY, 


N  vO  00 
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CO   00  00     hh    00     iO    iO   00  woo 


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65' 


THE  PHCENIX  IRON  COMPANY, 


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67 


THE    PHCENIX    IRON  COMPANY, 


CO 

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f^vO  NN  iOm   On  00  CO 

ooo^o^ooo 

GYRATION. 

Neutral  Axis 
Coincident 
with  Web. 

N  t^OO            00  00  CO  vr> 
M   hH   OnOO  O  "TO^h 

hh*  m  6  d  w  d  d  d  d 

RADIUS  OF 

Neutral  Axis 
Parallel  to 
Flange. 

On  On 00  iO  O        N  'sf-vD 
r^O  CO  m  \0  w  O  00  ro 

d  6  6  m  d  hh'  ~  d  d 

F  INERTIA. 

Neutral  Axis 
Coincident 
with  Web. 

Tj-  On  t^OO  00  hh  O  w> 
Oi  On  CO  "tf-NO  O  O  ^  *-* 

irirofl  fOH  m  m  c5  O 

MOMENT  0 

Neutral  Axis 
Parallel  to 
Flange. 

h  0\t}-0  O  N  TfvO  vO 
N  roa  tOVQ  i-j  m  <N  00 
N  m  M\fl  O  ^t"fOH  O 

Thickness 
of  Flange. 
Inches. 

iO  ro  LO  ro  On 00  ^OOO 
Nh  N  hv£)  ro  t^OO 
i-O  co  conO  co  ^j-  rt-  co  >-< 

d  6  6  6  6  6  6  6  6 

Thickess 
of  Web. 
Inches. 

co  co  i-O  t"-»  I—*      00  On  i>» 
\Q  ^  N  OnOO       <0  »-0  On 

d  d  6  d  d  d  d  d  d 

Area. 
!  Sq.  In. 

iO  On  ir>  OnvO  N  0000 
ro  <N  M  Tj-  h  rofOn  o 

Weight 
Per  Yard. 
Lbs. 

u^OMO  OnvO  <S  O  00  v6 
rON  M       hh  rotOM 

Size  Flange 
by  Web. 

V 

xxxxxxxxx 

V     V     HCOV     V     V     V  iH|(MH00 

No.  of 
Shape. 

fO^N^O  vo  uo  rfOO 
N  PI  f)  rJ-00  tJ-  N  On  tJ- 

M  On  N 
O  00  t^vO 

~  6  6  6 


v£)  NO  O 
O  On  M 

wood 


O00  TfH 

m  d  d  d 


CO 

Q    M  f>»  On  CO 

m  d  d 
CO 

►J  ' 

0 

w 


CO  Tt- 

^J-  LO 

CO  CO  C4 

d  d  d  d 


rt  CO  CO  N 

d  d  d  d 


00       vO  On 

c4  m*  <-h*  d 


xxxx 


hh  N  CO 
O  O  00  O 


68 


410  WALNUT  ST.,  PHILADELPHIA. 


DETAILS  OF  CONSTRUCTION 


IN 


Wrought-Iron  Work. 


OR  the   convenience  of   Architects,  Engineers,  and 


i-  Builders,  some  of  the  details  of  construction  em- 
ployed in  wrought-iron  work  are  given  in  the  following 
pages,  and  the  adaptations  of  the  various  shapes  to  struct- 
ural uses  will  be  illustrated  and  explained  under  the 
several  heads  into  which  the  work  is  classified. 

In  the  building  of  Floors  and  Roofs,  it  is  customary 
to  make  use  of  Beams,  Channels,  Columns,  and  other 
shapes  of  rolled  iron. 


In  planning  a  floor,  the  first  point  to  be  determined  is 
the  load  that  will  probably  be  placed  upon  it. 

The  weight  of  the  materials  composing  the  floor  is 
usually  termed  the  dead  load,  and  the  weight  of  the  per- 
sons or  stores  of  any  kind  that  may  be  placed  upon  the 
floor  is  called  the  live  load.  The  dead  load  of  a  fire-proof 
floor,  made  of  rolled  beams  and  four-inch  brick  arches, 
filled  in  above  with  concrete,  may  be  taken  at  70  pounds 
per  square  foot,  and  the  live  load  for  dwellings  or  offices 
may  be  assumed  at  70  pounds  additional,  and  on  these 
assumptions  the  table  on  page  85  has  been  calculated.  But 


FLOORS. 


6* 


69 


J  

THE    PHCENIX    IRON  COMPANY, 


in  public  buildings  or  churches,  where  large  crowds  of  per- 
sons in  motion  may  congregate,  or  in  warehouses  where 
heavy  goods  may  be  stored,  it  is  evident  that  the  loads  will 
have  to  be  determined  by  the  circumstances,  and  will  exceed 
the  amounts  above  specified. 

For  ordinary  conditions  the  following  total  loads  per 
square  foot  may  be  assumed  as  giving  a  safe  approximation 
in  practice : 

Dwellings  or  Orifice  Buildings    .    .    140  pounds. 
Public  Halls  or  Churches  .    ...    175  " 
Warehouses  150  to  300  " 

In  order  to  support  these  loads  with  entire  safety,  J  beams 
of  various  dimensions  are  offered  in  the  accompanying 
tables.  For  floors  of  small  span  the  lighter  beams  can  be 
economically  used,  but  for  greater  spans  larger  beams  are 
necessary. 

That  a  beam  should  be  strong  enough  to  support  a  given 
load  for  a  given  span  is  not  all  that  is  requisite — it  is  equally 
important  that  it  should  be  stiff  enough.  Rigidity  prevents 
vibration,  and  the  avoidance  of  this  is  of  great  importance, 
since  repeated  movements  in  the  floor  would  injure  and 
possibly  destroy  the  masonry  in  the  brick-work.  It  is, 
therefore,  advisable,  where  circumstances  permit,  to  consider 
whether  deep  beams  placed  further  apart  might  not  prove 
to  be  more  economical  than  light  beams  near  to  each  other. 

For  the  proper  spacing  of  beams  under  various  loads, 
reference  may  be  had  to  the  diagram  given  on  page  40. 

Under  no  circumstances,  however,  should  beams  be 
strained  beyond  the  limits  of  their  elasticity;  or,  in  other 
words,  so  strained  that  on  the  removal  of  the  load  they  will 
not  return  to  their  original  condition  without  set  or  per- 
manent deflexion. 

If  a  beam  is  required  to  sustain  a  load  concentrated  at 
the  centre  of  the  span,  it  must  be  noted  that  only  one-half 
as  much  weight  can  be  borne  when  so  concentrated  as  could 
be  supported  if  the  load  were  uniformly  distributed  over  the 
whole  beam. 


70 


410   WALNUT   ST.,  PHILADELPHIA. 


The  figures  given  in  the  tables  for  the  load-bearing 
capacity  of  any  beam  must  then  be  divided  by  2  to  ascertain 
the  safe  load  concentrated  at  the  middle  of  the  span,  and 
this  concentrated  load  will  cause  the  beam  to  deflect  t8q  as 
much  as  would  the  distributed  load  named. 

If  the  load  is  to  be  concentrated  at  any  other  point  than 
the  centre,  then  the  following  statement  of  proportion  will 
determine  the  case:  The  weight  that  the  beam  can  carry 
at  the  centre  is  to  the  weight  that  it  can  carry  at  any  other 
point  as  the  rectangle  of  the  segments  of  the  span  at  the 
given  point  is  to  the  square  of  half  the  span.  For  example, 
supposing  a  12-inch  125-pound  beam  to  support  with  safety 
a  central  load  of  five  tons  for  a  span  of  20  feet,  what  load 
will  it  carry  concentrated  at  a  point  5  feet  from  one  wall? 

Here,  5  tons  :  X  tons  : :  5  X  x5  :  10  X  IO>  or  6f  tons. 

This  rule  is  of  service  in  such  cases  as  when  it  is  required 
to  provide  proper  beams  in  floors  under  heavy  local  loads, 
such  as  safes  or  vaults. 

Having  determined  the  load  per  square  foot  to  be  sus- 
tained, the  proper  beams  to  use  may  be  ascertained  by 
reference  to  Table  II.  The  coefficient  of  safety  is  placed 
above  each  beam  in  this  table,  and  this  divided  by  the 
clear  span  in  feet  will  show  the  strength  of  the  beam  at 
this  span  for  a  distributed  load  in  net  tons  of  2000  pounds. 
The  deflexion  of  the  beam  corresponding  to  this  load  will 
be  found  in  the  next  line,  and  the  weight  of  the  beam 
should  be  deducted  from  the  safe  load.  For  any  less  load 
uniformly  distributed  the  deflexion  will  be  directly  pro- 
portionate to  that  given  in  the  table. 

To  determine  the  strength  of  beams  many  experiments 
have  been  made,  and  the  generally  accepted  theory  with 
regard  to  the  effect  of  applied  loads  is  that  which  assumes 
a  neutral  axis  at  the  centre  of  gravity  of  the  cross-section 
of  the  beam,  and  supposes  the  material  above  this  axis  to  be 
compressed  while  that  below  the  axis  is  extended,  the  re- 
sistance of  any  element  to  the  strains  of  compression  or  ex- 
tension being  directly  as  its  distance  from  the  neutral  axis. 


7i 


THE   PHCENIX   IRON  COMPANY, 


Certain  general  principles  have  been  fully  confirmed  by 
experiment,  such,  for  instance,  as  that  in  beams  of  equal 
length  and  breadth  the  strength  varies  directly  as  the  square 
of  the  depth,  and  in  beams  of  equal  length  and  depth  di- 
rectly as  the  breadth. 

Hence  the  strength  of  any  beam  may  be  represented  by 
the  following  expression : 

breadth  X .square  of  depth 

length  ^ 

The  value  of  the  constant  being  dependent  upon  the  material 
of  the  beam.    This  may  also  be  written, 

•^y        area  X  depth  X  constant         a  X  d  X  c 

length  L 

Representing  the  various  conditions  of  loading,  it  has 
further  been  determined  by  experiment  that  the  following 
proportions  obtain  for  all  beams 

Fixed  at  one  end  and  loaded  at  the  other, 

\V  —  aXdXc . 
Fixed  at  one  end  and  uniformly  loaded, 

Supported  at  both  ends  and  centrally  loaded, 

w,.4  rx;!Xc); 

Supported  at  both  ends  and  uniformly  loaded, 
W=8  (a-X4^). 

To  apply  these  formulae  to  any  given  beam,  it  is  necessary 
to  obtain  by  experiment  the  value  of  the  constant  c,  taking 
the  average  of  a  number  of  tests.  One-sixth,  one-fourth, 
or  even  one-third  of  this  value  may  be  taken  as  the  working 
load,  according  to  the  conditions  of  service  for  which  the 
beam  may  be  designed.  For  wrought-iron  rolled  beams, 
c  may  be  taken  as  48,000  pounds,  and  the  safe  load  per 
square  inch  of  effective  section  at  12,000  pounds,  or  six  net 
tons,  and  with  this  as  a  constant  the  tables  showing  the 
strength  of  Phoenix  beams  have  been  computed. 


72 


410  WALNUT   ST.,  PHILADELPHIA. 


By  "  effective  section"  is  meant  that  portion  of  the  total 
section  which  is  effective  in  resisting  the  strains  of  tension 
or  compression,  and  it  is  ordinarily  computed  by  adding 
one-sixth  of  the  area  of  the  stem  or  web  to  the  entire  area 

of  one  flange ;  thus,  a  -f-  ^ . 

In  this  estimate  of  the  effective  section  two-thirds  of  the 
area  of  the  web  have  been  omitted  from  the  calculation, 
because  of  the  assumption  that  this  portion  of  the  web  lies 
too  near  to  the  neutral  axis  to  assist  in  offering  any  resist- 
ance to  the  strains  caused  by  a  load. 

The  "  effective  depth"  of  a  beam  is  the  distance  between 
the  centres  of  gravity  of  its  two  flanges,  and  in  Table  I 
this  effective  depth  has  been  expressed,  both  in  feet,  D,  and 
in  inches,  d;  the  former  being  required  in  the  formula  for 
strength,  while  the  latter  is  required  in  the  formula  for 
deflexion. 

For  rolled  beams,  under  the  equally  distributed  loads  of 
floors,  the  effective  section  of  the  lower  flange  is  in  tension 
and  the  upper  flange  in  compression,  so  that  if  the  safe  load 
of  six  tons  per  square  inch  is  assumed,  the  general  formula 
will  be 

w=8  /axdxc)  =  8  D  (a  +  -e)  6- 
L  L 

Now,  in  this  formula,  it  is  only  necessary  to  insert  the 
proper  values  for  "effective  depth"  and  "  effective  section" 
given  in  the  table  for  each  particular  beam,  in  order  to  de- 
termine its  strength  for  any  given  span.  The  load-factor 
for  each  beam  is  thus  dependent  upon  its  depth  and  the 
quantity  of  metal  in  its  flanges.  This  load-factor,  when 
divided  by  the  number  expressing  the  clear  span  in  feet, 
will  give  as  a  quotient  a  number  indicating  the  weight  in 
tons  that  the  beam  will  carry  with  safety.  For  the  several 
beams,  the  tables  show  what  the  proper  loads  are  that  may 
be  placed  upon  them  for  each  foot  of  clear  span. 

Stiffness  is  a  different  quality  from  strength.  A  beam 
that  may  be  quite  strong  enough  to  carry  a  given  load  may 
deflect  under  this  load  more  than  is  desirable. 


73 


THE   PHCENIX   IRON  COMPANY, 


About  one-thirtieth  of  an  inch  per  foot  of  clear  span  is 
the  usual  maximum  of  deflexion  that  is  permissible.  Under 
ordinary  loads  this  is  attained  when  the  clear  span  is  about 
twenty-six  times  the  depth  of  the  beam,  and  the  heavy  lines 
in  the  tables  show  for  each  beam  where  this  limit  may  be 
found. 

Like  the  load-factor,  the  bending  moment  is  dependent 
upon  the  effective  depth  and  the  effective  section  of  the 
beam  to  which  it  is  to  be  applied;  the  general  formula  for 
the  deflexion  of  any  beam  under  an  equally  distributed  load 
.004  W.  L3 

By  inserting  the  values  proper  to  each  beam,  the  results 
given  in  the  following  tables  have  been  obtained.  For  the 
process  of  deriving  this  formula,  see  page  76  following. 
A  close  approximation  to  the  actual  deflexion  at  the  centre, 
under  the  maximum  safe  load,  may  be  obtained  by  dividing 
the  square  of  the  length  of  the  span  in  feet  by  62  times  the 
depth  of  the  beam  in  inches. 


DEFINITION  OF  TERMS  USED  IN  FORMULA. 

W  ===  Equally  distributed  load  on  any  beam  in  net  tons. 

L  ==  Length  of  clear  span,  expressed  in  feet. 

a  =  Area  of  top,  or  bottom,  flange,  in  square  inches. 

a7  =  Area  of  stem  of  beam,  in  square  inches. 

D  ==  Effective  depth  of  beam,  expressed  in  feet. 

d  —  Effective  depth  of  beam,  expressed  in  inches. 

S  ss=  Strain  per  square  inch  of  effective  section  ^a  -f-  ^)  in 
tons  of  2000  pounds. 

d  =  Deflexion  in  inches  at  middle  for  a  central  load. 

6/  =  Deflexion  in  inches  at  middle  for  a  uniformly  dis- 
tributed load. 

General  formula  for  any  I  beam  \  ^       8  D  (a  -|-  |)  S 

under  an  equally  distributed  load,  j  L 


74 


410   WALNUT   ST.,  PHILADELPHIA. 


TABLE  I. 

ELEMENTS  OF  PH(ENIX  BEAMS. 


Si 

T  O  CO    [S  l-O  T  M    CO  CO  CO  01    H    M    H  M 

i  + 1 

Tt-CO<Na<NHMMMMH 

1 

1 

0   ^-vD   «  vO   ON  01  rft^O  O  00  N  01  N       N  O   0   01  OO  to 
CO  O   01   On  m   COvO   C^OO  ONCOCOCO^I-COri-rJ-  irjvO  vO  lovO 

co44o  H  m  o\  o\  o\  t^oo  06  cC^vdvo'xo^^^coco 

I 

(=1 

AREA,  SQUARE  INCHES. 

i : 

H  H  HI  H  si  s  a  is  §    IS  £1 

?l 

a ^ 2  cT 2  ? m  2  h*  2  ► 

IIS 

=1 

<d  4  m  w  co  «  4  en  a  A  ti  d  «  d  ci  *i  h  h  h  ► 

IP 

i 
1 

11 

Average 
Thickness 
of  Flange. 

Width  of 
Flange. 

ji 

8  &  »  a  k"&  s  5?  a     g.  S     s  a  S-ft  g,  £"2 

CM    H  t— 1    M    H           HM  H 

VTmiaw  «  «  o"  1>  o"  ON  a  o^oo  Bo  N  NMD  V)\o» 

75 


THE   PHCENIX   IRON  COMPANY, 


The  general  formulae  for  deflexions  given  below  are  taken  from  Pro- 
fessor Moseley's  "  Mechanics  of  Engineering,"  edited  by  Professor 
Mahan,  in  1856,  changing  the  letters  which  he  has  employed  to  agree 
with  those  used  in  this  work. 

Let  /  =  The  clear  span,  in  inches. 

E  =  Modulus  of  elasticity  —  24,000,000  pounds  =  12,000  tons. 
I  =  Moment  of  inertia  for  the  several  forms. 
5  =  Deflexion  at  middle,  in  inches. 
W=  Load,  in  tons,  producing  deflexion, 
a  =  Area,  and  d  =  depth  of  beam,  in  inches. 
Then,  for  a  beam  fixed  at  one  end  and  loaded  at  the  other, 

For  a  beam  fixed  at  one  end  and  uniformly  loaded, 
W  /3 

6  ~  SET 

For  a  beam  supported  at  both  ends  and  loaded  at  the  centre, 

W/3 

°     48  EI 

For  a  beam  supported  at  both  ends  and  uniformly  loaded, 

For  the  several  sections  of  beams  the  value  of  I  will  be  as  follows  : 

b  d3 


,  l_  b  dM>'  d'3 


5.  'v^pi  I  =  %  jbd3+b'd'3-(b'-b)d"3  j 


0 a  r2          pppr  r       b  d3-b'  d'3 
I=.7854  r4  -=  6.  I  =  

By  substituting,  in  formula  6,  the  effective  areas  of  flange  and  stem, 
d2 

I  =  (6  a  +  a') 

12 

Then,  for  shape  6,  supported  at  both  ends  and  loaded  at  the  centre, 

 W/3  

48  X  i2,oooX~—  (6  a  +  a') 

Substituting  1728  L3  for  /3,  to  express  the  length  of  span  in  feet  instead 
of  inches,  we  have  : 

W  L3  .036  W  L3  .006  W  L3 

<5  =  =  ,  a/\ 

27.78  (6  a  +  a')  d2         (6  a  +  a')  d2         (^a  +    -)  d2 

And  for  shape  6,  supported  at  both  ends  and  uniformly  loaded, 
.004  W  L3 

,  In  this  form  the  formula  for  deflexion  will  be  found  in  the  table  of 
beams,  Table  I. 


76 


 1 

410   WALNUT   ST.,  PHILADELPHIA. 

i 

TABLES  OF  BEAMS, 

SHOWING  THE  PROPER  SIZES  FOR 

Varying  Conditions  of  Mini  and  Spacing 

WITH  THE  CORRESPONDING 

DEFLEXIONS  UNDER  THE  SAFE  LOADS. 


7 


77 


THE   PHCENIX   IRON  COMPANY, 


TABLE  II. 

Comparative  Strength  and  Stiffness 

OF  THE 

DIFFERENT  SECTIONS  OF  WR0U6HT-IR0N  BEAMS, 

MADE  BY  THE 

PHCENIX    IRON  COMPANY, 

FOR 


Sustaining,  with  entire  safety,  a  Uniformly  Distributed  Load. 


i 

89 

138 

15 

15 

15 

200  Lbs. 

150  Lbs. 

125  Lbs. 

L 

L 

L 

d 
0 

j= 

d 
0 

1 

M 

<§ 

.5 

a 

% 

eg 

.2 

s§ 

bo 

a" 

s§ 

ta 

| 

be 

n 

at 

tf 

CO 

«$ 
►3 

\ 

PQ 

1 

"g 

PQ 

1 

! 

0 

(-=1 

0 

t2 

CO 

0 

1 

CO 

O 



IO 

4I.O 

// 
.116 

667 

30.2 

—f  — 

.114 

500 

24.8 

.112 

417 

1 1 

37-2 

.140 

733 

27.4 

.138 

550 

22.5 

.135 

458 

12 

34-2 

.167 

800 

25.2 

•154 

600 

20.7 

.162 

500 

*3 

31.6 

.I96 

867 

23.2 

.182 

650 

I9.0 

.189 

542 

H 

293 

.227 

933 

21.6 

.212 

700 

17.7 

.219 

583 

15 

27.4 

.26l 

1000 

20.0 

•254 

750 

l6.6 

.253 

625 

16 

25.6 

.296 

1067 

18.9 

.289 

800 

i5-5 

.287 

667 

17 

24.1 

•334 

1 133 

17.8 

.327 

850 

14.6 

•324 

708 

18 

22.8 

.376 

1200 

16.8 

•367 

900 

13.8 

•364 

75° 

19 

21.6 

.419 

1267 

15.9 

.410 

950 

13.0 

.403 

792 

20 

20.5 

.463 

1333 

15.1 

•455 

1000 

12.4 

•449 

833 

21 

195 

.510 

1400 

14.4 

.502 

1050 

11.8 

•494 

875 

22 

18.6 

.560 

1467 

137 

•55i 

I  IOC 

1 1.2 

•539 

917 

23 

17.8 

.612 

1533 

131 

.602 

1 150 

10.7 

.589 

958 

24 

17. 1 

.667 

1600 

12.6 

.656 

1200 

10.3 

.644 

1000 

25 

16.4 

.725 

1667 

12. 1 

.712 

I25O 

9.9 

.699 

1042 

26 

158 

.785 

1733 

11. 6 

.769 

I3OO 

9-5 

•755 

1083 

27 

15.2 

.846 

1800 

I  1.2 

.828 

I350 

9.2 

.819 

1 125 

28 

14.6 

.906 

1867 

IO.8 

.889 

I4OO 

8.9 

.884 
.966 

1 167 

29 

14.1 

•972 

1933 

10.4 

.942 

I450 

8.6 

1208 

30 

137 

1.040,2000 

10.0 

1.017 

I5OO 

8-3 

1.014 

1250 

78 


410  WALNUT   ST.,  PHILADELPHIA. 


TABLE  II. 

Comparative  Strength  and  Stiffness 

OF  THE 

DIFFERENT  SECTIONS  OF  WROUGHT-IRON  BEAMS, 

MADE  BY  THE 

PHCENIX    IRON  COMPANY, 

FOR 


Sustaining,  with  entire  safety,  a  Uniformly  Distributed  Load. 


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79 


THE   PHCENIX   IRON  COMPANY, 


TABLE  II. 

Comparative  Strength  and  Stiffness 

OF  THE 

DIFFERENT  SECTIONS  OF  WROUGHT-IRON  BEAMS, 

MADE  BY  THE 

PHCENIX    IRON  COMPANY, 

FOR 


Sustaining,  with  entire  safety,  a  Uniformly  Distributed  Load, 


114 

58 

131 

135  Lbs. 

105  Lbs. 

90  Lbs. 

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80 


410   WALNUT   ST.,  PHILADELPHIA. 


TABLE  II. 

Comparative  Strength  and  Stiffness 

OF  THE 

DIFFERENT  SECTIONS  OF  WROUGHT-IRON  BEAMS, 

MADE  BY  THE 

PHCENIX.   IRON  COMPANY, 

FOR 

Sustaining,  with  entire  safety,  a  Uniformly  Distributed  Load. 


4 

5 

6 

3 

S 

9 

150  Lbs. 

84  Lbs. 

70  Lbs. 

w  =  -108- 

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L 

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6.6 

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3-i 

i-73 

700 

7*  81 


THE   PHOENIX   IRON  COMPANY, 


TABLE  XX. 

Comparative  Strength  and  Stiffness 

OF  THE 

DIFFERENT  SECTIONS  OF  WROUGHT-IRON  BEAMS, 

MADE  BY  THE 

PHCENIX  IRON  COMPANY, 

FOR 

Sustaining,  with  entire  safety,  a  Uniformly  Distributed  Load, 


113 
8 

81  Lbs. 


9-4 
8.5 
7.8 
7.2 
6.7 

6.2 

5-9 


5-5 
5-2 
5-o 
47 
4-5 
4.2 

4-i 
3-9 
3-7 
3-6 
3-5 
3-3 
3-2 
3-1 


.215 


.258  297 
.308  324 


.361 


.420  378 

.478  405 
.546  432 


270 


35i 


.617  459 
.693  486 

.783  513 
.859  540 
.952  567 


1.02 
1. 14 
1.23 
1.32 
1.44 
i-57 
1.65 
1.78 
1.91 


594 
621 
648 

675 
702 
729 
756 

783 
810 


59 
8 


7-4 

6.8 
6.2 
5-7 
5-3 

4.9 
4.6 


4-3 
4-i 
3-9 
3-7 
3-5 
3-4 
3-2 

3-1 

2.9 
2.8 
2.7 
2.6 
2-5 
2.4 


•215 


.312 
•365 


216 


264  238 


260 
282 


.424  3°3 

•475  325 
•549  347 


.6i6!368 

.697i39° 
.780  412 

.863  433 
.946  455 
1.05  477 


1  13 
1.25 
1.32 
i-43 
1-55 
1.66 

1  77 
1.88 


498 
520 
542 
563 
585 
607 
628 
650 


112 
*7" 

69  Lbs. 

w=42- 


7.2 

6.5 
6.0 

5-5 

5-i 


4.8 
4.5 

4.2 
4.0 
3.8 
3.6 
3-4 
3-2 


.252  230 

.303  253 
•3635276 

.424,299 
.491  322 


.568  345 
.645  368 

.724  391 
.818414 

•9 1 4  437 
1 .01 
1. 10 
1. 19 


31  r"32 
3-o  !-45 
2-9!I-59 
2.8  1.72 
2.7  1.86 
2.6  2.00 
2.5  2.14 
2.4  I2.27 


460 

483 
506 

529 
552 
575 
598 
621 

644 
667 
690 


82 


410  WALNUT   ST.,  PHILADELPHIA. 


TABLE  II. 

Comparative  Strength  and  Stiffness 

OF  THE 

DIFFERENT  SECTIONS  OF  WROUGHT-IRON  BEAMS, 

n  MADE  BY  THE 

PHCENIX  IRON  COMPANY, 

FOR 

Sustaining,  with  entire  safety,  a  Uniformly  Distributed  Load. 


io 
II 

12 

13 
14 

15 
16 

17 
18 

19 
20 
21 
22 

23 
24 

25 
26 
27 
28 
29 
SO 


7 

*7" 

55  Lbs. 


5-4 
4.8 

4-5 

4.2 

3-9 


3.6 

3-4 
3-2 
3-o 
2.8 
2.7 

2.5 
2.4 

2.3 
2.2 
2.1 
2. 1 
2.0 
1.9 
1.8 
1.8 


.248 
•293 
•357 

.423 
.491 


.651 


.992 
.06 

.17 

.28 

•39 
5o 
.69 
80 
90 
01 
23 


183 
201 

220 

238 
256 


558  275 


293 


.722  311 
.803  330 
.882  348 
366 
385 
403 
421 
440 
458 
476 

495 
513 
53i 
55o 


ill 
6 

50  Lbs. 


4.5 
4.1 
3-7 


3-4 
3-2 

3-o 
2.8 
2.6 
2-5 
2.4 
2.2 
2.1 
2.0 
1.9 
1.8 
1.8 

i-7 
1.6 
i.6 
i-5 
1.5 


.290 
•352 
.412 


167 

183 

200 


.  "  217 

.566  233 

•653  250 
267 


.740 
.824  283 
.940  300 
1.06 

125 

1-37 
1.49 
1.60 
1.81 
1.92 
2.02 
2.26 
2.36 
2.61 


3i7 

333 
350 
367 
383 
400 

417 

433 
45o 
467 

483 
500 


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133 

3.2 

.348 

I46 

2.9 

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l6o 

2.7 

.486 

173 

2-5 

.562 

186 

2.3 

.636 

200 

2.2 

.738 

213 

2.0 

.805 

226 

.907 

24O 

1.8 

I.OI 

253 

i-7 

1. 11 

266 

1.6 

1. 21 

28o 

1.6 

i-39 

293 

io 

1.49 

306 

li 

1.58 

320 

1.4 

1.79 

333 

1.87 

346 

1.3 

2.09 

360 

1.2 

2.15 

373 

1.2 

2.39 

386 

1.1 1 

2.43 

400 

S3 


THE   PHGENIX   IRON  COMPANY, 


TABLE  XT. 

Comparative  Strength  and  Stiffness 

OF  THE 

DIFFERENT  SECTIONS  OF  WROUGHT-IRON  BEAMS, 

MADE  BY  THE 


PHOENIX  IRON  COMPANY, 

FOR 

Sustaining,  with  entire  safety,  a  Uniformly  Distributed  Load. 


106 

105 

65 

S" 

5" 

4 

36  Lbs. 

30  Lbs. 

30  Lbs. 

- 

L 

L 

L 

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| 

. 

£ 



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2.3 

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160 

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190 

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1.95 

210 

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1.58 

264 

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1.86 

288 

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•75  2-57 

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300 

.82  2.05 

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.72  2.79 

250 

25 

•95 

2.25 

312 

.80  2.25 

260 

.693.01 

260 

26 

.92 

2.44 

324 

•77  2-43 

270 

.66  3.26 

270 

27 

.90 

2.66 

336 

•75 

2.64 

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•64  3-5I 

280 

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2.83 

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84 


410   WALNUT  ST.,  PHILADELPHIA. 


PHCENIX  BEAMS. 

THEIR  ADAPTATION  AND  DUTY  AS  FLOORING  JOISTS. 


Clear 
Span. 

3' 
apart 

3lA' 
apart 

4' 
apart 

apart 

5' 
apart 

apart 

6' 
apart 

10  feet. 
Load  lbs. 
I 

30  □  ' 
4,200 

35  □' 
4,900 

6 

40 

5,600 

45 

6,300 

50  □' 
7,000 

55 

7,700 

7  or  8" 

6j  n' 
8,400 

12  feet. 
Load  lbs. 
I 

36  □' 
5,040 

6  0 

42 
5,88o 

r  7" 

48 
6,720 

54 
7,56o 

7" 

60 
8,400 

66 
9,240 

8 

72 
10,080 

ff 

14  feet. 
Load  lbs. 
I 

42 

5,88o 

7  0 

49 
6,860 

r  8" 

56 
7,840 

63 
8,820 

3  or  9"  70 

70 
9,800 

77 
10,780 

9" 

84 
11,760 

70 

16  feet. 
Load  lbs. 
I 

48  □  ' 
6,720 

8 

56 
7,840 

64 
8,960 

9"  70 

72 
10,080 

9" 

80 
11,200 

84 

88 
12,320 

IO//2 

96 

13,440 

"  105 

18  feet. 
Load  lbs. 
I 

54 

7,56o 

8  or  9"  <o 

63 
8,820 

9" 

72 
10,080 

84 

81 
n,340 

90 
12,600 

99 
13,860 

105 

108 
15,120 

20  feet. 
Load  lbs. 
I 

60 

8,400 

984orio3^ 

70 
9,800 

80 
II,200 

i0y2 

90 
12,600 

'  105 

100 
14,000 

no 

15.400 

12' 

120 
16,800 

125 

22  feet. 
Load  lbs. 
I 

66  □' 
9,240 

77 
10,780 

zoy2'f  105 

88 
12,320 

99 
13,860 

no 
15,400 

12"  125 

121 
16,940 

132 
18,480 

12"  170 

24  feet. 
Load  lbs. 

I 

72  □  ' 
IO,08o 

10^/2  or 

84 
11,760 

12"  125 

96 
13,440 

12' 

108 
15,120 

125 

I20 
l6,800 

12" 

132 
18,480 

L70  or  ic 

144 
20,l6o 

"  150 

26  feet. 
Load  lbs. 
I 

78  □' 
io,g28 

io3^ori2 

91 
12,740 

12" 

104 
14,560 

125 

117 
16,380 

12"  17 

130 
18,240 

0  or  15' 

143 
20,020 

150 

156 
21,840 

I5"150 

28  feet. 
Load  lbs. 
I 

84'  n 
11,760 

12"  125  0 

98 
13,720 

r  I5"  150 

112 
15,680 

1 2"  HO  0 

126 
17,640 

r  I5"  150 

140 
19,600 

I5"  150 

154 
21,560 

15" 

168 
23,520 

200 

30  feet. 
Load  lbs. 
I 

90 

12,600 

i2ori5150 

'  105 
14,700 

12"  no  0 

120 
16,800 

r  I5"  150 

135 
l8,900 

I5"  150 

ISO 
21,000 

165 
23,IOO 

I5"  200 

180 
25,200 

In  above  table  the  load  is  taken  at  140  lbs.  per  □  foot  of  floor. 


85 


THE    PHCENIX    IRON  COMPANY, 


STANDARD 

BOLTS  AND  CAST  SEPARATORS  FOR 
COMPOUND  BEAMS. 


NUMBER 
AND 

SIZE  OF  BEAMS. 

C.toC. 

of 
Beams. 

C.toC. 

of 
Bolts. 

WEIGHT  in  LBS. 

SIZES  OF  BOLTS. 

Length 

of 
Sepa'r. 

0.  to  0. 

of 
Beam 
Flanges 

Cast 
Sepa'r. 

Two 
Bolts. 

Diam. 

Length. 

2     1 5"  200 
2      15  15° 

2     15  I25 

2      12  170 
2      12  125 
2      12  96 
2      IO}  135 
2      ioj  IO5 
2      I  of  90 

2     9  150 

2        9  84 
2        9  70 

2      8  81 
2     8  65 
2     7  69 

2     7  55 
2     6  50 
2     6  40 

6" 
5r 
5 
6 

5i 
5  . 
5^ 
5 

5 

6 

4} 

4 

5 

4i 

4i 

4 
4 

3 

9" 

9 

9 

6J 
6k 
6k 

si 

5^ 

Si 

4i 

4i 

4i 

4 

4 

3 

3 

3 

3 

19 
17 
17 
15 
!5 
*5 

1 1 
1 1 
1 1 

9 
9 
9 
8 
8 
7 
7 
5 
5 

3i 

3 

3 

3i 

3 

3 

3 

3 

3 

31 

2| 
2f 
*i 
2 

*t 
Ij 
1} 

&// 
4 

5// 

7*" 

6f 

6J 

7l 
69 
6S 
7 

6J 
61 

7i 

6 

51 
61- 
51 
5f 
51 
51 
4^ 

51" 

4f 

4f 

51 

4f 

4« 

5 

48 
4« 
5* 

4i 

3! 
4-1 
4l- 
4i 
3l 

3i 

2| 

10 

9l 
10 

9i 

ioh 
9I 
It 

»i 

8.} 

7i 

u 
si 

7* 
7.} 
5i 

STANDARD  BRACKETS  FOR  BEAMS. 


Size  of 

BRACKETS. 

BOLTS. 

1 

RIVETS. 

Approx. 
Wt.  of 
1  Set. 

Beam. 

No.        Size  of  L 

!  No. 

Size. 

No. 

Size. 

is" 

2 

4X4  -10" 

6 

1  X  2" 

3 

f  X*f 

26 

12 

2 

31  X  3h~  7i 

6 

f  X  if 

3 

f  X  2j 

17 

\ok 

2 

3i  X  3t-  7i 

6 

f  Xi| 

3 

f  X  2j 

17 

9 

2 

3   X  3  -  5i 

4 

f  x  if 

f  X  2i 

9 

8 

2 

3   X  3  -  5J 

4 

t  X  if 

2 

f  X  2} 

9 

7 

2 

3X3-4 

4 

IX  if 

2 

i  x  21, 

7i 

6 

2 

3X3-4 

4 

IX  if 

2 

IX2l 

7i 

86 


410   WALNUT   ST.,  PHILADELPHIA. 


THE   PHCENIX   IRON  COMPANY, 


Cases  frequently  occur  in  which  a  column  cannot  be  in- 
troduced into  the  building,  and  the  girder  must  then  be 
deepened  and  made  strong  enough  to  bear  its  load  without 
such  assistance.  For  this  purpose  girders  are  built  of  plate 
and  angle  irons  combined  in  suitable  form  to  resist  the 
strains  induced  by  the  load  in  the  several  members,  and  of 
depths  that  vary  to  suit  the  special  conditions  of  each  case. 

Fig.  8  shows  the  usual  form  adopted  for  plate  girders. 
The  ends  should  be  further  stiffened  by  vertical  members, 
to  resist  the  shearing  strain  on  the  web  at  the  points  of  sup- 
port, as  shown  on  opposite  page. 


Box  girders  (as  below)  composed  of  a  combination  of 
plates  with  angle  irons,  are  also  frequently  used,  and  may 
be  built  up  in  sections,  varying  according  to  architects' 
designs. 


88 


THE   PHCENIX   IRON  COMPANY, 


Between  the  joists  the  spaces  are  filled  up  with  brick 
arches,  resting  on  the  lower  flanges  against  cast-iron  or 
brick  skew-backs. 

The  bricks  should  be  moulded  with  a  slight  taper  to  suit 
the  arch,  and  be  laid  in  place  with  as  little  mortar  as  possi- 
ble. Above  the  arch  the  space  is  filled  with  grouting,  in 
which  wooden  strips  2//Xi//  are  bedded  for  nailing  the 
flooring  to.  The  thrust  of  the  arches  is  taken  up  by  a  series 
of  tie-rods,  placed  in  lines  from  6  to  8  feet  apart,  and  usu- 
ally from  3^  to  i  inch  in  diameter,  as  shown  in  plan  (Fig. 
9),  that  run  from  beam  to  beam  from  one  end  of  the  build- 
ing to  the  other,  being  anchored  into  each  end  wall  with 
stout  washers,  an  angle  bar  or  channel  serving  as  a  wall- 
plate  for  distributing  the  strain  produced  by  the  thrust  of 
the  first  arch. 

Instead  of  the  brick  arches  corrugated  iron  is  sometimes 
used  to  fill  in  the  spaces.  It  is  placed  on  the  lower  flanges 
of  the  beams  and  filled  in  above  with  cement  in  place  of 
brickwork. 

The  centres  for  turning  the  arches  can  be  suspended  by 
iron  straps  hooked  on  the  lower  flange,  and  detachable  on 
one  side  so  that  the  frames  can  be  shifted  from  point  to 
point  as  the  work  progresses.  If  a  flush  surface  is  preferred 
for  the  ceiling,  it  may  be  obtained  by  wedging  strips  of  pine 
between  the  beams,  and  tacking  the  laths  diagonally  to  the 
under  side  of  these,  finishing  with  a  smooth  and  fair  surface 
of  plastering,  and  thus  entirely  concealing  the  iron-work 
above.  Hollow  brick,  moulded  especially  for  this  class  of 
work,  have  been  used  to  some  extent  in  the  place  of  solid 
arching,  with  the  object  of  diminishing  the  dead  weight. 
The  cost,  however,  is  somewhat  greater  than  solid  bricks. 
Latterly,  also,  what  are  called  flat  arches,  made  of  hollow 
bricks,  have  been  introduced,  the  object  being  to  secure  a 
flat  ceiling. 


90 


410  WALNUT  ST.,  PHILADELPHIA. 


THE    PHCENIX    IRON  COMPANY, 


The  use  of  hollow  bricks  and  hollow  composition  blocks 
of  a  variety  of  shapes  as  a  substitute  for  solid  brick  arches 
has  become  quite  general,  and  illustrations  of  their  useful 
application  in  the  construction  of  fire-proof  work  are  shown 
on  the  opposite  page. 

It  is  evident  that  the  diminution  of  the  dead  load  to  be 
borne  by  the  iron  framing  affords  quite  an  advantage  and 
permits  of  a  more  economical  use  of  material. 

The  most  effective  method  of  accomplishing  this  result 
is  to  substitute  hollow  burnt- clay  brick,  or  hollow  concrete 
blocks,  for  the  solid  common  bricks  generally  employed, 
thus  reducing  the  dead  weight  of  the  arch  by  40  to  50 
per  cent.  The  hollow  brick  and  blocks  may  be  used 
either  in  segmental  or  flat  arches,  according  to  whether  a 
curved  or  flat  ceiling  is  preferred. 

Hollow  blocks  of  burnt  fire-clay,  purposely  made  for  use 
in  flat  arches,  are  manufactured  in  quantity  in  a  number 
of  places,  and  concrete  blocks  or  artificial  stone  has  also 
been  employed  with  very  satisfactory  results.  The  vous- 
soir  blocks  are  cemented  together  with  joints  inclined  to 
a  common  centre  as  in  a  segmental  arch.  The  skew-backs 
of  the  flat  arches  take  the  form  of  the  iron  beams  against 
which  they  rest,  and  each  block  keys  with  the  adjacent  one, 
no  two  joints  being  allowed  to  be  parallel,  as  this  would 
endanger  the  safety  of  a  flat  arch.  The  lower  surfaces  of 
the  blocks  descend  about  an  inch  below  the  flanges  of  the 
iron  beams,  and  a  thin  tile  is  slipped  into  place  to  cover  the 
iron  for  protection  from  fire.  A  coat  of  cement  is  then 
applied  to  the  surface  of  the  entire  ceiling,  and  it  is  ready 
to  receive  any  finishing  decorative  treatment  that  may  be 
preferred.  The  upper  level  of  the  blocks  may  be  carried 
up  to  the  top  of  the  iron  beams,  taking  the  place  of  the 
concrete  filling  sometimes  employed.  The  iron  beams  will 
thus  be  entirely  surrounded  by  the  best  known  non-con- 
ductors of  heat,  brick  or  concrete,  and  will  be  fully  pro- 
tected from  the  action  of  flame,  should  the  combustible 
contents  of  a  room  be  accidentally  burned. 

For  large  spans  a  rib  is  formed  in  the  hollow  blocks  fol- 
lowing the  curve  of  pressure,  and  this  adds  very  materially 


92 


410  WALNUT  ST.,  PHILADELPHIA. 


FIRE   PROOF  CONSTRUCTION 

WITH  IRON  AND  HOLLOW  BRICK. 


FLAT  ROOF  BETWEEN  POROUS  LIGHT  BRICK  ARCH Ef 

IRON  BEAMS.  AND  BEAM  PROTECTION. 


THE    PHCENIX    IRON  COMPANY, 


to  the  strength  of  a  flat  arch  formed  of  them.  Such  arches 
have  frequently  been  tested  with  loads  of  one  ton  per  square 
foot  without  failure,  and  their  great  strength,  in  combination 
with  lightness,  is  of  value  and  importance.  But  the  blocks 
must  be  of  first-class  quality  and  skilfully  placed  by  com- 
petent workmen  to  obtain  the  best  results  from  them. 

When  segmental  arches  are  preferred,  hollow  brick 
may,  with  advantage,  be  substituted  for  the  ordinary  solid 
bricks,  diminishing  the  dead  load  to  some  extent.  Sus- 
pended ceilings  of  hollow  blocks  to  2  inches  thick 
are  sometimes  employed.  The  blocks  are  supported  on 
bars  of  JL  and  L  1Yon  placed  about  16  inches  apart  and 
hung  from  the  floor  beams  by  suitable  hooks  and  clamps. 
The  suspended  ceiling  is  fire-proof  in  itself  when  coated  with 
a  covering  of  cement,  and  by  means  of  the  air  space  above  it 
very  thoroughly  protects  the  floor  beams  from  the  effects  of 
heat  in  the  room  below.  Similar  hollow  blocks,  well  ce- 
mented together  and  bound  with  hoop  iron  about  the  flanges, 
are  also  used  to  protect  box-girders  from  the  effects  of  heat. 

For  making  a  finish  inside  the  slating,  and  for  lining 
Mansard  roofs  between  the  iron  beams,  hollow  blocks  2  to  4 
inches  thick  have  been  employed  with  excellent  results. 
The  blocks  are  usually  cemented  together  and  fastened  to 
the  purlins  by  small  flat  iron  hooks,  leaving  a  hollow  space 
between  the  slating  and  the  fire-proof  hollow  wall,  the 
inner  surface  being  smoothly  plastered  and  finished. 

Similar  construction  would  be  well  adapted  to  vaults, 
domes,  and  the  lining  of  refrigerator  walls,  where  the  non- 
conduction  of  heat  is  of  importance.  Rooms  thus  pro- 
tected are  dry  and  comfortable  under  any  circumstances, 
being  cool  in  summer  and  warm  in  winter.  Hollow  blocks 
are  in  very  general  use  also  for  partitions  in  buildings,  and 
when  used  in  connection  with  floors  of  iron  beams,  protected 
by  arches  of  the  construction  just  described,  they  divide  a 
building  into  a  number  of  fire-proof  compartments.  If  a  fire 
originates  in  any  one  of  these  it  is  prevented  from  extending 
to  the  contents  of  the  entire  structure,  and  time  is  afforded 
for  its  easy  extinction  without  risk  of  extensive  damage  by 
water  or  of  injury  to  any  part  of  the  building  itself. 


i 


94 


410   WALNUT  ST.,  PHILADELPHIA. 


Phoenix  Patent  Wrought  Iron  Columns, 


Method  of  Fire-Proofing  and  Preparing  for  Smooth 
Finish  by  Wight's  Patent  Process. 


By  the  use  of  a  non-conducting  and  incombustible  casing 
Phoenix  columns  can  be  made  thoroughly  secure  from  the 
effects  of  expansion  caused  by  fire  in  the  combustible  con- 
tents of  rooms.    They  may,  by  the  same  means,  be  given 

any  desired  form  and 
prepared  for  an  exterior 
surface  finish  of  cement. 

This  cement  finish  may- 
be in  any  desired  color 
or  maybe  highly  polished 
to  resemble  marble.  The 
process  of  protecting  the 
columns  consists  in  the 
use  of  terra-cotta  blocks 
moulded  to  fit  between 
the  flanges  of  the  seg- 
ments, bedded  in  place 
with  cement  mortar,  and 
secured  by  countersunk 
iron  plates  hooked  over 
the  rivet-heads  of  the 
columns.  Fig.  2  is  a 
perspective  view  of  such 
a  column,  showing  the 
various  stages  of  com- 
pletion. 


95 


THE   PHOENIX   IRON  COMPANY, 


COLUMNS. 


Wrought- iron  columns  are  coining  into  more  general  use 
in  the  construction  of  buildings,  both  on  account  of  the 
saving  of  space  that  they  afford  when  compared  with  heavy 
walls  of  masonry,  and  because  of  the  great  loads  that  are 
now  to  be  provided  for  in  large  fire-proof  buildings.  In 
the  latter  case  cast-iron  columns  are  generally  more  costly, 
and  neither  so  safe  nor  so  durable  in  the  event  of  fire.  The 
Phoenix  column  of  wrought-iron  segments,  circular  in  sec- 
tion, provides  the  maximum  of  strength  with  the  minimum 
of  weight  in  the  column  itself. 

To  carry  a  given  load,  it  requires  the  employment  of  the 
least  amount  of  metal,  and,  on  account  of  the  simplicity  of 
its  construction,  it  is  the  cheapest  as  well  as  the  best  column 
in  the  market. 

Whenever  Phoenix  columns  are  employed,  the  interior 
surfaces  are  thoroughly  painted  before  the  segments  are 
riveted  together.  Such  columns  have  been  inspected  after 
twenty  years  of  service,  and,  although  they  had  occupied 
the  most  exposed  situations,  they  have  been  found  uninjured 
by  rust  and  with  the  paint  still  performing  its  duty  as  a  pro- 
tector. To  determine  the  value  of  Phoenix  columns  under 
loads,  a  series  of  tests  have  been  made  at  various  times, 
the  most  noteworthy,  probably,  being  those  made  on  the 
Government  machine  at  Watertown  Arsenal,  Massachu- 
setts, in  1879,  upon  a  set  of  full-sized  Phoenix  columns,  of 
lengths  ranging  from  6  diameters  to  42  diameters.  Twenty 
C  columns,  each  of  about  12  square  inches  sectional  area, 
were  thus  tested,  and  from  these  experiments  the  following 
formulae  have  been  deduced,  which  closely  correspond  with 


q6 


410   WALNUT   ST.,  PHILADELPHIA. 


THE   PHCENIX   IRON  COMPANY, 


the  actual  results  obtained,  and  show  correctly  the  value  of 
the  form  of  the  Phoenix  column : 

Formula  for  Formula  for 

Square-End  Bearings.  Pin-End  Bearings. 

P  42,000  P  42,000 

s  1  +  (5^^ x  r*)      s  1  +  (j<^o"  *  y 

p 

In   these    formulae   the    expression    -    represents  the 

total  load  in  pounds  .*  ,     A,  , 

 :  :  :  -  : — ; —  '.  or,  in  other  words,  the  ciusn- 

sectional  area  in  square  inches 

ing  strain  per  square  inch  of  section.  /  is  the  length  in 
feet  between  bearings,  and  r  is  the  least  radius  of  gyration. 
Applying  these  formulae  to  the  several  patterns  of  segmental 
columns,  the  table  of  allowable  working  strains  per  square 
inch  of  section,  shown  below,  has  been  prepared;  the  allow- 
able working  strains  being,  in  each  case,  about  one-fourth  of 
the  ultimate  strength  of  the  column. 


ALLOWABLE 

WORKING  LOADS  FOR  PHCENIX  COLUMNS. 

In  Pounds  per  Square  Inch  of  Sectional  Area. 
Square-End  Bearings. 


Length 
in  Feet. 

Col.  A. 

Col.  Bi. 

Col.  B*. 

Col.  C. 

Col.  E. 

Col.  6. 

IO 

9323 

9833 

10,024 

10,195 

IO,35I 

10,41 1 

12 

8885 

9564 

9»830 

10,067 

10,288 

10,371 

14 

8420 

9267 

9,607 

9*924 

10,215 

10,326 

16 

7943 

8944 

9»364 

9*783 

10,131 

10,275 

18 

7463 

8610 

9,105 

9*575 

10,037 

IO,2l6 

20 

6997 

8260 

8,830 

9*386 

9*935 

10,152 

22 

6526 

7906 

8,541 

9*185 

9*824 

10,082 

24 

6090 

7550 

8,250 

8,973 

9*7o5 

10,005 

26 

7201 

7*955 

8,755 

9*58o 

9,926 

28 

6860 

7,660 

8,527 

9*45° 

9,841 

30 

6527 

7*366 

8,297 

9*3H 

9*750 

32 

7*o75 

8,070 

9,170 

9*654 

34 

7^37 

9,021 

9*555 

36 

7*604 

8,870 

9.441 

38 

7*375 

8,717 

9*34i 

40 

7*H7 

8,561 

9*235 

98 


410  WALNUT  ST.,  PHILADELPHIA. 


THE   PHCENIX   IRON  COMPANY, 


Table  of  Dimensions  of  Phcenix  Columns. 

The  dimensions  given  in  the  following  table  are  subject 
to  slight  variations,  which  are  unavoidable  in  rolling  iron 
shapes. 

The  weights  of  columns  given  are  those  of  the  4,  6,  or  8 
segments,  of  which  they  are  composed.  The  shanks  of  the 
rivets  used  in  joining  the  segments  together  only  make  up 
the  quantity  of  metal  removed  in  making  the  holes,  but  the 
rivet-heads  add  from  2  to  5  per  cent,  to  the  weights  given. 
The  rivets  are  spaced  3,  4,  or  6  inches  apart  from  centre  to 
centre,  and  somewhat  more  closely  at  the  ends  than  towards 
the  centre  of  the  column. 

Any  desired  thickness  between  the  minimum  and  maxi- 
mum for  any  given  size  can  be  furnished.  G  columns  have 
8  segments,  E  columns  6  segments,  C,  B2,  B1,  and  A  have 
4  segments. 

Least  Radius  of  Gyration  equals  D  X  '3636. 


DIAMETERS  IN  INS. 


B2 


d 

Inside. 


4 
5 

1  6 

3. 
8 


7 

1 


rjs 


3t 


4H 


5tt 


D 

Bi 

Out- 

Over 

side. 

Flanges 

4 

6TV 

4* 

41 

6A 

4t 

6A 

SA 

»A 

5tV 

5A 

»i 

5H 

8| 

el» 

->1  6 

g* 

8f 

6*" 

9i 

91 

Sf 

ys 

Hi 

m 

hi 

9J 

7A 

9f 

7A 

9H 

ONE  COLUMN. 

Area  of 

Weight 

Least 

SIZE  OF 

Cross 

per  Foot 

Radius  of 

RIVETS. 

Section. 

in 

Gyration. 

Sq.  Inches. 

Pounds. 

Inches. 

3-8 

12.6 

1-45 

IX  ii 

4.8 

16.O 

I.50 

I* 

5.8 

19-3 

i-55 

If 

6.8 

22.6 

1-59 

1* 

6.4 

21.3 

1.92 

i  X  if 

7.8 

26.O 

1.96 

if 

9.2 

3O.6 

2.02 

if 

10.6 

35  3 

2.07 

i* 

12.0 

40.0 

2.1 1 

"1 

*3-4 

44.6 

2.16 

2 

14.8 

49-3 

2.20 

7-4 

24.6 

2.34 

!*x  if 

9.0 

30.0 

2-39 

*4 

10.6 

35-3 

2-43  i 

If 

12.2 

40.6 

2.48 

If 

13.8 

46.0 

2.52 

If 

15-4 

5i-3 

2.57 

2 

17.0 

56.6 

2.61 

2f 

IOO 


410  WALNUT   ST.,  PHILADELPHIA. 


GO 
GO 

DIAMETERS  IN  INS. 

ONE  COLUMN. 

SIZE  OF 

M 

D 

Over 

Area  of 

Weight 

Least 

-si 

M 

J 

Q 

Out- 
side. 

Cross 

per  Foot 

Radius  of 

RIVETS. 

W 

Inside. 

Section. 

in 

Gyration. 



E-> 

Flanges 

Sq.  Inches. 

Pounds. 

Inches. 



1 

4 

7  1  6 

7i  l 

7  1  6 

TT  9 

IO  O 

33  3 

2.8o 

f  X  H 

7  1  3 
/T6 

I2.0 

2  8c 
z*°j 

H 

8 
8 

f  I 

/  1  6 

1  1  1  6 

I4.0 

46.6 

2.90 

2 

7 

T6 

8-1- 

10 

II# 
1  14 

1 6.0 

jj"  j 

2  Qd. 

H 

] 

2 

(I 

1  1  1  3 

10 

18.O 

60.0 

2.98 

9 
T<? 

°1  6 

I  I-Jr 
1  1  8 

19.2 

64.0 

3  02 

c 

5 
8 

8TV 

I  2 

21.2 

70.6 

1.08 

I  X  2f 

1  1 

16 

« 

I2T6 

23.2 

77.3 

3.12 

2| 

3 
4 

<< 

grf 

12-^% 

25.2 

84.0 

3  l6 

2} 

t! 

U 

si| 

_  *  p 

I2-5-^ 

27.2 

90.6 

3.21 

H 

7 

M 

i  0 

I2T6 

29.2 

97-3 

3.26 

3 

I 

<  ( 

9T3r 

I2-9- 
1  6 

33.2 

110.6 

3.34 

3i 

T  i 

n 

M 

•'lo 

124.0 

3-43 

31 

« 

9U 

I2lf 

41.2 

137.3 

3-52 

f 

I  j 

1 1£ 

I  C  7 

l6.8 

4.18 

1X2 

5 

1  6 

A18 

rr  9 
1  Jl  6 

I9.2 

fiA 

04. 

A  Ol 

2* 

8 
8 

4< 

T  I  3 
II4 

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9  101 


THE   PHCENIX   IRON  COMPANY, 


ROOFS. 

Iron  trusses  for  rafters  have  been  rapidly  growing  into 
favor  with  architects  of  late,  owing  in  large  measure  to 
the  combined  lightness,  strength,  durability,  and  consequent 
economy  of  such  structures.  Various  forms  have  been  pro- 
posed for  the  trusses,  some  of  the  best  known  of  which  are 
here  shown. 

Figs.  II  and  15  are  familiar  illustrations.  Fig.  12  shows 
the  modification  of  the  ordinary  King  and  Queen  truss  as 
adapted  to  wrought  iron,  and  Figs.  13  and  14  give  examples 
of  arched  trusses  that  have  been  employed  to  cover  depots 
and  market-houses  when  a  pleasing  shape  has  been  sought 
for  the  general  outline  of  the  building.  For  simplicity  and 
economic  arrangement  of  material,  the  design  exhibited  in 
Figs.  11  and  15  offers  advantages  over  either  of  the  other 
forms,  and  is  most  generally  adopted  in  practice. 

For  the  principals,   7"   or  I  Yearns  ma^e  very  good 
rafters,  and  in  light  trusses  ^  bars,  or  two  channel  bars 
either  with  or  without  a  plate  riveted  to  the  upper 
flanges,  answer  every  purpose.    Struts  may  be  made  of 
light  columns  A  or  B,  of  "J"  bars,  or  of  angle  iron 

,  any  of  these  forms  affording  great  facility  for  at- 
tachment to  the  rafters. 

For  arched  roof  trusses  the  details  of  construction  are 
very  similar  to  those  described  for  peaked  roofs;  but  as 
they  are  capable  of  great  variety  of  treatment,  the  best  il- 
lustrations that  can  be  given  of  their  forms  will  be  by  re- 
ferring to  Figs.  13  and  14 — the  highly  ornamental  and  sub- 
stantial roofs  constructed  by  the  Phoenix  Iron  Company  for 
the  market-house  corner  of  Twelfth  and  Market  Streets, 
Philadelphia,  and  for  the  station-shed  at  Altoona,  on  the 
Pennsylvania  Railroad.  These  instances  show  the  wide 
range  of  which  the  subject  is  susceptible. 


102 


410  WALNUT   ST.,  PHILADELPHIA. 


THE   PHOENIX   IRON  COMPANY, 


Ties  may  be  of  flat  or  round  bars,  attached  by  eyes  and 
pins  or  screw  ends.  Care  should  be  especially  taken  to 
properly  proportion  the  dimensions  of  eyes  and  pins  to  the 
strains  upon  them.  A  very  good  and  safe  rule  in  practice 
is  to  make  the  diameter  of  the  pin  from  \  to  i  of  the  width 
of  the  bar  in  flats,  and  I  \  times  the  diameter  of  the  bar  in 
rounds,  giving  the  eye  a  sectional  area  of  50  per  cent,  in 
excess  of  that  of  the  bar.  The  thickness  of  flat  bars  should 
be  at  least  one-fourth  of  the  width,  in  order  to  secure  good 
bearing  surface  on  the  pin,  and  the  metal  at  the  eyes  should 
be  as  thick  as  the  bars  on  which  they  are  upset.  Eyes  are 
forged  on  the  ends  of  flat  or  round  bars  by  hydraulic  pres- 
sure in  suitably  shaped  dies,  and,  while  the  risk  of  a  welded 
eye  is  thus  avoided,  a  solid  and  well-formed  eye  is  made 
from  the  iron  of  the  bar  itself.  A  similar  process  is  adopted 
for  enlarging  the  screw  ends  of  long  rods,  so  that  when  the 
screw  is  cut  the  diameter  at  the  root  of  the  thread  is  left  a 
little  larger  than  the  body  of  the  rod.  Frequent  trial  with 
such  rods  has  proven  that  they  will  pull  apart  in  tension 
anywhere  else  but  in  the  screw,  the  threads  remaining  per- 
fect, and  the  nut  turning  freely  after  having  been  subjected 
to  such  a  severe  test.  By  this  means  the  net  section  required 
in  tension  is  made  available  with  the  least  excess  of  ma- 
terial, and  no  more  dead  weight  is  put  upon  the  structure 
than  is  actually  required  to  carry  the  loads  imposed.  . 

The  details  of  roof  trusses  vary  to  suit  the  character  of 
the  work  and  the  sections  of  iron  employed. 

The  heel  of  the  rafter  rests  on  the  wall,  either  in  a  cast- 
iron  skew-back  fitted  to  the  beam,  and  sloping  to  the  angle 
required  by  the  pitch  of  the  roof,  or  between  a  couple  of 
wrought  angle-brackets  riveted  to  the  end  of  the  rafter  and 
resting  on  a  wall-plate  anchored  to  the  wall.  The  struts 
are  attached  to  the  rafters  by  cast  caps  or  by  wrought  strap- 
plates,  and  the  joint  at  their  feet  is  easily  made  either  for 
pin  or  screw  connexions.  The  peak  is  joined  by  wrought 
plates  and  bolts,  the  beams  having  been  cut  to  the  required 
angle. 

Main  rafters  may  be  spaced  from  four  to  twenty  feet 
apart,  the  spacing  being  regulated  by  the  size  of  the  purlin, 


104 


410   WALNUT   ST.,  PHILADELPHIA. 


THE   PHOENIX   IRON  COMPANY, 


and  this  again  by  the  material  used  for  covering.  For 
slate  on  iron  purlins  a  convenient  spacing  is  about  eight 
feet  between  centres  of  rafters,  the  angle-iron  purlins  being 
put  at  seven  to  fourteen  inches  apart,  according  to  the  size 
of  the  slate  used,  and  notched  at  the  ends  into  the  flanges 
of  the  rafters.  They  are  held  in  place  by  tie-rods  that 
reach  from  rafter  to  rafter  the  entire  length  of  the  building, 
three  or  four  rows  of  these  rods  being  placed  between  peak 
and  heel,  at  from  six  to  eight  feet  intervals.  On  the  iron 
purlins  the  slate  may  be  laid  directly  and  held  down  by 
copper  or  lead  nails,  clinched  around  the  angle -bar,  as 
shown  in  Fig.  21  ;  or  a  netting  of  wire  may  be  fastened  to 
the  purlins,  and  a  layer  of  mortar  spread  on  this,  in  which 
the  slates  are  bedded.  When  greater  intervals  are  used  in 
spacing  rafters,  the  purlins  may  be  light  beams  fastened  on 
top  or  against  the  sides  of  the  principals  with  brackets,  al- 
lowance always  being  made  for  longitudinal  expansion  of 
the  iron  by  changes  of  temperature.  On  these  purlins  are 
fastened  wooden  jack-rafters  carrying  the  sheathing-boards 
or  laths,  on  which  the  metallic  or  slate  covering  is  laid  in 
the  usual  manner,  or  sheets  of  corrugated  iron  may  be 
fastened  from  purlin  to  purlin,  and  the  whole  roof  be  en- 
tirely composed  of  iron. 

When  the  rafters  are  spaced  at  such  intervals  as  to  cause 
too  much  deflexion  in  the  purlins,  they  may  be  supported  by 
a  light  beam,  placed  midway  between  the  rafters  and  trussed 
transversely  with  posts  and  rods.  These  rods  pass  through 
the  rafters,  and  have  bevelled  washers,  screws,  and  nuts  at 
each  end  for  adjustment.  By  alternating  the  trusses  on 
either  side  of  the  rafter,  and  slightly  increasing  the  length 
of  the  purlins  above  them,  leaving  all  others  with  a  little 
play  in  the  notches,  sufficient  provision  will  be  made  for 
any  alteration  of  length  in  the  roof,  due  to  changes  of 
temperature. 

When  wooden  purlins  are  employed  they  may  be  put  be- 
tween the  rafters  and  held  in  place  by  tie  rods,  or  on  top 
and  fastened  to  the  rafters  by  brackets;  or  hook-head  spikes 
may  be  driven  up  into  the  purlin,  the  head  of  the  spike 
hooking  under  the  flange  of  the  beam,  spacing  pieces  of 


106 


410  WALNUT  ST.,  PHILADELPHIA. 


107 


THE    PHCENIX    IRON  COMPANY, 


wood  being  laid  on  the  top  of  the  beam  from  purlin  to  pm% 
lin.  The  sheathing-boards  and  covering  are  then  nailed 
down  on  top  of  all  in  the  usual  manner. 

When  desired,  ventilators  or  lanterns  are  added  along 
the  ridge  of  the  roof,  as  seen  in  Fig.  15,  the  attachments 
being  securely  made  to  the  rafters  by  wrought  brackets  and 
bolts,  and  the  bracing  effected  in  a  cheap  and  thorough 
manner  by  two  tie-rods  that  run  from  the  peak  of  the  rafter 
to  the  angle  between  the  post  and  rafter  of  the  ventilator, 
the  covering  material  being  attached  as  described  for  the 
main  rafters. 

When  it  becomes  desirable  to  suspend  a  ceiling  from  the 
rafter,  the  tie-rods  are  replaced  by  a  beam,  and  the  ceiling 
is  attached  to  the  lower  flanges,  curved  "J"  bars  at  the  cor- 
nice serving  to  give  any  ornamental  finish  to  the  interior 
that  may  suit  the  design  of  the  architect. 

For  Mansard-roofs  short  additional  beams  are  allowed  to 
project  beyond  the  walls,  and  on  these  rest  the  feet  of  the 


bar  or  V  bar  framing,  well  fastened  by  wrought  brack- 


ets and  bolts.  On  the  framing  are  secured  the  I  *4  X  Y% 
inch  lnths  for  attachment  of  the  slate  or  metal  covering, 
and  with  a  cornice  of  galvanized  sheet  iron  perfect  im- 
munity from  fire  may  be  secured.  This  form  of  roof 
work  in  wrought  iron  admits  also  of  great  scope  for  orna- 
mental design,  but  from  the  amount  of  work  required  it 
becomes  rather  more  expensive  than  the  less  intricate  com- 
binations, and,  as  no  two  are  alike  in  point  of  detail,  it  is 
difficult  to  estimate  the  cost  of  construction.  Curving, 
shaping,  and  jointing  the  many  pieces  must  be  carefully 
done  to  secure  the  close  fitting  that  is  requisite,  and  practical 
experience  in  such  work  is  of  very  great  advantage  to  the 
builder.  (The  roof  of  the  new  post-office  in  New  York  is 
a  very  good  illustration  of  the  peculiarities  of  this  class  of 
work.) 

In  Fig.  24  the  purlins  of  angle-iron  carry  wooden  strips, 
to  which  are  nailed  the  sheathing-boards  and  covering 
material.  A  netting  of  wire  may  be  used  to  attach  the 
plastering  to  the  lower  flanges  of  the  tie-beams,  or  light 


108 


410  WALNUT  ST.,  PHILADELPHIA. 


THE    PHOENIX    IRON  COMPANY, 


arches  of  tiles  or  hollow  bricks  may  be  turned  on  the  lower 
flanges  of  smaller  transverse  beams  as  described  for  floors. 

In  roofs  of  wide  span  provision  for  expansion  of  the  iron 
due  to  changes  of  temperature  may  be  made  by  resting  the 
skew-back  of  one  end  of  the  truss  on  a  cast  wall-plate,  with 
rollers  interposed  to  permit  of  the  sliding  of  the  heel  without 
straining  the  wall,  as  in  Fig.  25,  but  this  precaution  is  not 
necessary  in  roofs  of  sixty  feet  span  or  less.  Careful  experi- 
ments have  proved  that  an  iron  rod  one  hundred  feet  long  will 
vary  about  TL  of  a  foot  for  a  change  of  temperature  of  150 
degrees  Fahr.,  and  as  this  is  the  greatest  range  to  which  iron 
beams  and  rods  in  a  building  would  probably  be  subjected 
in  this  climate,  compensation  to  that  amount  would  be  suffi- 
cient for  all  purposes.  For  sixty  feet  span  the  vibration  of 
each  wall  would  then  be  only  of  a  foot  either  way 

from  the  perpendicular,  a  variation  so  small  and  so  gradu- 
ally attained  that  there  is  no  danger  in  imposing  it  upon  the 
side  walls  by  firmly  fastening  to  them  each  heel  of  the 
rafter.  Expansion  is  also  provided  against  by  fastening 
down  one  heel  with  wall-bolts  and  allowing  the  other  to 
slide  to  and  fro  on  the  wall-plate  without  rollers,  as  shown 
in  Fig.  17. 

In  estimating  the  strains  on  roofs  the  weight  of  the 
structure  itself  as  well  as  the  loads  to  be  supported  must  be 
taken  into  account.  Tredgold's  assumption  of  the  total 
maximum  vertical  load  at  forty  pounds  per  square  foot  of 
horizontal  surface  is  usually  considered  sufficiently  high; 
but  if  a  floor  or  ceiling  is  suspended  to  the  tie-beam,  or 
should  the  under  side  of  the  rafters  be  boarded  and  plastered, 
it  is  evident  that  these  additional  weights  require  more 
strength  in  the  roof  for  their  support. 

For  ordinary  roofs  of  short  span  thirty  pounds  per  square 
foot  is  quite  enough,  however,  and  for  long  spans,  over  sixty 
feet,  thirty-five  pounds  will  be  sufficient  to  provide  for,  with 
the  factors  of  safety  in  the  material  that  are  usually  adopted. 
The  stresses  upon  each  member  of  the  truss  having  been 
determined  by  any  of  the  methods  of  calculation  preferred, 
the  sectional  areas  may  be  found  by  taking  the  safe  tensile 
strength  of  good  wrought  iron  at  10,000  pounds  per  square 


1 10 


410   WALNUT  ST.,  PHILADELPHIA. 


in 


THE   PHCENIX   IRON  COMPANY, 


inch,  and  the  compressive  resistance  of  beam  or  shape  iron 
at  from  6000  to  8000  pounds  for  the  same  unit  of  section. 

It  should  be  noted  that  the  smaller  or  counterbrace  rods 
ought  to  be  made  strong  enough  to  resist  strains  induced  by 
wind  pressure  on  one  side  of  the  roof  only, — the  other  half 
being  unloaded. 

Lateral  braces,  as  in  Fig.  26,  should  be  provided  in  each 
end  panel  of  straight  roofs,  as  well  to  secure  the  roof  during 
erection  as  to  provide  an  abutment  that  will  uphold  the 
whole  in  case  of  fire  or  accident.  From  the  panels  so 
braced  tie-rods  run  to  each  of  the  other  rafters,  and,  with 
the  purlins,  unite  the  roof  into  a  firm  and  compact  whole. 
The  gable  walls  are  sometimes  used  to  anchor  the  end  rods 
into,  but  the  method  shown  in  the  figure  is  that  which  is 
generally  preferred. 

A  very  economical  combination  of  iron  rafters  with 
wrought-iron  posts  is  shown  in  Fig.  27,  this  arrangement 
being  well  adapted  for  machine-shops,  foundries,  or  other 
buildings  in  which  it  is  desirable  to  cover  a  large  area,  and 
also  to  have  an  ample  supply  of  light  on  the  floor. 

The  posts  on  each  side  are  placed  from  sixteen  to  twenty 
feet  apart,  and  the  heel  of  the  intermediate  rafter  is  sup- 
ported by  a  trussed  beam  attached  to  the  heads  of  the  posts, 
the  sheds  on  either  side  being  covered  by  beams,  trussed  or 
untrussed,  as  the  length  of  span  may  require.  The  skew- 
back  of  the  rafter  and  the  cap  of  the  post  are  cast  in  one 
piece,  and  all  of  the  details  of  attachment  between  the  parts 
are  made  in  an  equally  simple  and  substantial  manner.  As 
a  round-house  for  locomotives,  or  for  many  other  purposes 
connected  with  railroad  management,  shops  arranged  on 
this  plan  commend  themselves  to  the  attention  of  engineers 
and  master-mechanics,  and  for  private  establishments  they 
have  been  found  to  answer  their  purpose  admirably  well, 
giving  the  maximum  of  surface  covered  at  the  minimum  of 
first  cost. 


112 


THE  PHCENIX   IRON  COMPANY, 


RECORD  OF  TESTS  OF  BEAMS. 

TRANSVERSE  STRENGTH. 

As  trustworthy  data  on  which  to  base  calculations  for  the 
efficiency  of  beams  under  transverse  strain  the  tables  given 
below  are  now  published,  having  been  the  result  of  care- 
fully conducted  experiments  on  the  part  of  the  Phoenix  Iron 
Company. 

From  these  tables  have  been  ascertained  the  coefficients 
for  the  safe  load  of  each  beam,  so  that  it  will  be  seen  that 
dependence  has  not  been  placed  merely  on  theoretical  for- 
mulae in  assigning  these  values,  but  the  truth  of  these  formulae 
has  been  demonstrated  by  the  test  of  actual  experiment. 


7-inch  Beam. 

9-inch  Beam. 

60  Lbs.  per  Yard. 

Area,  6  Sq.  Inches. 

87  Lbs. 

per  Yard. 

Area,  8.7 

Sq.  Inches. 

Clear  Span,  21  Feet. 

Clear  Span,  21  Feet. 

Centre 

Deflex- 

In- 

Centre 

Deflex- 

In- 

Load, 

ion, 
Inches. 

crease, 

Remarks. 

Load, 

ion, 
Inches. 

crease, 
Inches. 

Remarks. 

in  Lbs. 

Inches. 

in  Lbs. 

2,000 

.468 

2,000 

.228 

3,000 

•743 

.275 

4,000 

•474 

.246 

4,000 

1.020 

.277 

6,000 

.720 

.246 

5,000 

1.298 

.278 

8,000 

.962 

.242 

.o29{ 

Perm. 

Wt. 

10,000 

1. 201 

•239 

set. 

rem'd. 

Perm. 

Wt. 

6,000 

1.578 

.280 

.048  | 

set. 

rem'd. 

Perm. 

Wt. 

1 2, 000 

i-432 

231 

.030  | 

set. 

rem'd. 

.050  1 

Perm. 

Wt. 

7,000 

1.887 

.309 

set. 

rem'd. 

.060 1 
2.300 

Perm. 

Wt. 

13,000 

1.580 

.148 

set. 

rem'd. 

.117  | 

Perm. 

Wt. 

8,000 

•413 

set. 

rem'd. 

.183  { 

Perm. 

Wt. 

14,000 

1.863 

.283 

set. 

rem'd. 

.269  | 

Perm. 

Wt. 

9,000 

3-540 

1.240 

16,000 

set. 

rem'd. 

9,500 

5.298 

1.758 

3-256 

1-393 

Beam  sunk 

Side 

• 

17,000 

5.233 

i-977-j 

deflexion 

10,000  | 

slowly. 

begins. 

top  flange 

yielding. 

f 

•369 1 

i7>5oo 

5.602 

Beam 
yields 
slowly  at 
this  load. 

114 


410   WALNUT  ST.,  PHILADELPHIA. 


9-inch  Beam. 
150  Lbs.  per  Yard.   Area,  15  Sq.  Inches. 
Clear  Span,  14  Feet. 


Centre 

Deflex- 

In- 

Centre 

Centre 

Deflex- 

In- 

Load, 

ion, 

crease, 

Remarks. 

Load, 

Load, 

ion, 

crease, 
Inches. 

in  Lbs. 

Inches. 

Tons. 

______ 

5,6o8 

.102 

6,720 

3 

.048 

6,720 

.126 

.024 

8,960 

4 

.060 

.012 

7  840 

.148 

.022 

11,200 

5 

•073 

.013 

8,960 

.170 

.022 

13,440 

6 

.090 

.017 

10,080 

.192 

.022 

15,680 

7 

.105 

.015 

11,200 

.214 

.022 

17,920 

8 

.120 

.015 

12,320 

•239 

.025 

20,160 

9 

•134 

.014 

i3,44o 

.261 

.022 

22,400 

10 

.148 

.014 

14,560 

.287 

.026 

24,640 

11 

.161 

•°I3 

15,680 

.310 

.023 

26,880 

12 

.178 

.017 

16,800 

•336 

.026 

29,120 

11 

.191 

.013 

17,920 

•359 

.023 

3^360 

.206 

■015 

19,040 

.382 

.023 

33,609 

15 

.222 

.016 

20,160 

.409 

.027 

35,840 

16 

•234 

.012 

21,280 

•435 

.026 

38,080 

17 

.246 

.012 

22,400 

.458 

.023 

40,329 

18 

.258 

.012 

23,520 

.487 

.029 

42,660 

J9 

.271 

.015 

24,640 

.516 

.029 

44,800 

20 

.287 

.016 

25,760 

•543 

.027 

47,040 

21 

•305 

.018 

26,880 

•  572 

.029 

28,000 

.600 

.038 

29,120 

.633 

load  left 

Weight  removed.  Permanent  set,  .016. 

•033  J 

stand 

After  lapse  of  one  hour  the 

load  of  It 

29,120 

.682 

.049  1 

%  hour. 
Wt.rem. 

tons  was  replaced,  and  caused  a  total 

,082 

deflexion  of  .222  inches  as  before. 

Perm,  set 

15-inch  Beam. 
200  Lbs.  per  Yard.  Area,  20  Sq.  Inches. 
Clear  Span,  14  Feet. 


12-inch  Beam. 
125  Lbs.  per  Yard.  Area,  12]4  Sq.  Inches. 
Clear  Span,  27  Feet. 


Centre  Load, 

Deflexion, 

Increase, 

in  Lbs. 

Inches. 

Inches. 

6,720 
7,840 

.691 

.821 

.130 

8,960 

.948 

.127 

10,080 

1. 061 

•"3 

11,200 

1. 186 

.125 

12,320 

1.328 

.142 

*3,34o 

1.466 

.138 

14,560 

1  630 

.164 

15,680 

1.800 

.170 

i6,8co 

1.976 

.176 

17,920 

2.228 

.252 

19,040 

2-455 

.227 

20,160 

2.742 

.287 

20,720 

2.900 

.158 

20,720 

2.965 

.065 

Last  load  left  on  15  minutes. 
Deflexion  increasing  to  2.965. 


15-inch  Beam. 
155  Lbs.  per  Yard.  Area,  15}^  Sq.  Inches. 
Clear  Span,  27  Feet. 


I  I 

Centre  Load,  i  Deflexion,  Increase, 
in  Lbs.      !     Inches.    I  Inches. 


6,720 
7,840 
8,960 
10,080 
11,200 
12,320 
13,440 
i4j56o 
15,680 
16,800 
17,920 
19,040 
20,160 
22,400 
24,640 
25,760 


342 
.402 
.462 
•523 
.580 

•639 
.707 
.778 
•845 
■9*3 
•992 
1.063 
1. 149 
1.309 
1-505 
1.603 


.060 
.060 
.061 
•057 
•059 
.068 
.071 
.067 
.068 

•079 
.071 
.086 
.160 
.196 


Load  removed.  Deflexion  decreased  to 
.261  permanent  set  after  lapse  of  x/2  hour. 


"5 


THE   PHCENIX   IRON  COMPANY, 


RECORD  OF  TESTS  OF  PHCENIX  COLUMNS 

Made  with  Hydraulic  Press,  260  □  "  Piston  Area. 


SIZE. 


Length. 


S 


May 

B 

B1 

A 

A 

A 

A 

B 

B 

C 

c 


3,  1873. 

1.46 
1.46 
0.92 
0.92 
1.01 
1.01 

53-5 
53.6 
35-9 
35.o 


8" 
8" 
4// 

4" 
4// 
4// 
23.8' 
24/ 
23-3" 

22.8/ 


July  19,  1873. 

C    I   23.2/  '34.5 

C  I  23.2  I34.5 


June  2,  1875. 

C  |  27'  '39.9 
€  I  27  I39.9 


Aug.  5,  1875. 

C  i  28/  140.7 

c  !  28  40.7 


4 


6.97 
6.97 
5.62 
5.62 
2.92 
2.92 
5.84 

5-95 
io.53 
8.50 


13.31 
12.85 


1370 
13.89 

13.58 
13.58 


©  -T3 

2  § 


3 


422 
421 
37o 
37o 
166 
162 
176 
97 
383 
325 


5°o 
200 

500 
500 
400 

5°o 
800 


■^3  Pi 


50016 

500  36 

000  38 


573 
387 
867 
867 
889 
555 
274 
387 


436  800 

455  000 

422  400 

302  400 

472  584 

497  028 


32  742 
35  408 


31  000 
21  700 

34  800 
36  600 


-3  ^ 
-2  o 


35  974 
35  974 
35  99o 

35  990 

36  000 
36  000 
18  430 

7  457 


Flat. 


419  25 
235  25 


182 
562 


Round. 
Flat. 


25  774 
25  774 


23  415 

11  420  Round. 


23  165 
23  165 


Flat. 


The  breaking-load  of  a  bar  of  wrought  iron  one  inch 
square  I27/  c.  to  c.  of  points  of  support  is  just  2240  pounds. 


116 


410  WALNUT  ST.,  PHILADELPHIA. 


NOTES 

CONCERNING  SPECIFICATIONS  OF 
QUALITY  FOR  IRON. 

The  tensile  strength  of  iron  is  properly  determined  by- 
ascertaining  the  load  under  which  permanent  set  takes 
place,  and  the  amount  of  stretch  under  the  proof  load, 
rather  than  from  the  ultimate  load  that  causes  the  fracture 
of  the  bar.  In  other  words,  the  elastic  limit  rather  than 
the  breaking  strain  should  be  regarded  as  the  measure  of 
quality  in  a  bar,  and  working  loads  should  be  proportioned 
with  reference  to  the  elastic  limit  instead  of  to  the  so-called 
ultimate  strength. 

Tough,  sinewy  iron  is  what  is  required  in  a  tension  bar, 
and  although  a  hard,  unyielding  iron  may  show  greater 
ultimate  strength  under  a  gradually  applied  strain,  yet  it  is 
not  suitable  for  use  under  tension  for  the  reason  that  a 
sudden  shock  may  cause  it  to  snap  under  a  weight  that  it 
ought  to  carry  with  entire  safety. 

Good  bar  iron  should  be  of  uniform  character  and  pos- 
sess a  limit  of  elasticity  of  not  less  than  25,000  pounds 
per  square  inch.  The  ultimate  resistance  of  prepared  test- 
bars  having  a  sectional  area  of  about  one  square  inch  for  a 
length  of  10  inches  should  be  not  less  than  50,000  pounds 
per  square  inch  when  the  test-bars  have  been  prepared  from 
full-sized  bars  having  not  more  than  4  square  inches  of 
sectional  area.  For-  each  additional  square  inch  of  full- 
sized  bar  area  above  4  square  inches  a  reduction  of  500 
pounds  per  square  inch  may  be  allowed  down  to  a  mini- 
mum ultimate  resistance  of  46,000  pounds.  The  amount  of 
stretch  under  the  breaking  load  should  be  not  less  than  15 
per  cent,  in  10  inches  of  the  test-bar. 


117 


THE    PHCENIX    IRON  COMPANY, 


Bars  that  are  to  be  used  in  tension  should  stand,  without 
cracking,  a  cold  bending  test  to  90  degrees  to  a  curvature 
the  radius  of  which  is  about  the  thickness  of  the  bar  under 
test,  and  at  least  one  third  of  the  lot  should  stand  bending 
to  180  degrees  under  the  same  conditions. 

A  round  bar,  one  inch  in  diameter,  should  bend  double, 
cold,  without  signs  of  fracture.  A  square  bar  of  the  same 
quality  may  show  cracks  on  the  edges  under  such  a  test. 

Under  a  breaking  pull  the  reduction  of  area  should  be 
not  less  than  25  per  cent,  of  the  original  section. 

The  shape  of  a  bar  has  much  influence  in  determining 
the  breaking-strain.  The  ultimate  strength  of  round  bars 
is,  for  this  reason,  considerably  greater  than  that  of  flat  bars, 
but  in  either  case  the  elastic  limit  will  be  found  to  occur 
at  about  the  same  point  for  equally  good  qualities  of  iron. 

Within  the  elastic  limit  the  extension  of  iron  may,  for 
all  practical  purposes,  be  stated  as  follows : 

Wrought  iron,  of  its  length  per  ton  per  square 

inch. 

Cast  iron,  -^Vo"  of  its  length  per  ton  per  square  inch. 

The  compression  of  wrought  iron  within  the  limits  of 
elasticity  follows  the  same  law,  and  the  amount  of  shorten- 
ing under  pressure  will  be  in  direct  proportion  to  the  weight 
applied.  But  with  cast  iron  the  amount  of  compression 
does  not  follow  a  constant  ratio,  the  compression  per  ton 
becoming  greater  with  the  increase  of  the  weight.  Thus, 
a  cast  iron  bar,  one  square  inch  in  section  was  compressed 
Wot  °^  length  by  a  load  of  one  ton ;  but  under  a  load 
of  17  tons,  instead  of  being  compressed  -^Jq,  it  was  com- 
pressed 

The  Modulus  of  Elasticity  is  a  term  used  to  des- 
ignate such  a  weight  as  would  extend  a  bar  through  a 
space  equal  to  its  original  length,  supposing  the  elasticity 
of  the  bar  to  be  perfect.  Or,  the  modulus  of  elasticity  of 
any  given  material  in  feet  is  the  height  in  feet  of  a  column 
of  this  material,  the  weight  of  which  would  extend  a  bar  of 
any  determinate  length  through  a  space  equal  to  this  length. 
Thus,  if  one  ton  extends  an  inch  bar  of  wrought  iron  one 
ten-thousandth  of  its  length,  it  is  evident  that,  upon  the 


118 


410   WALNUT  ST.,  PHILADELPHIA. 


supposition  that  the  bar  is  perfectly  elastic,  10,000  tons 
would  extend  it  to  twice  its  original  length.  Hence,  on 
this  assumption,  10,000  tons,  or  22,400,000  pounds,  will  be 
the  modulus  of  elasticity  of  the  wrought  iron  stated  in  weight. 
But  an  inch  bar  of  wrought  iron  to  weigh  22,400,000  pounds, 
at  2t}i  pounds  per  foot,  would  be  6,720,000  feet  long,  and 
this  would  express  the  modulus  of  elasticity  in  feet. 

The  modulus  of  elasticity  will,  of  course,  vary  according 
to  the  character  of  the  material  tested,  being  much  higher 
in  the  better  than  it  is  in  the  lower  grades  of  iron,  but  it 
forms  a  very  useful  and  convenient  standard  of  comparison 
in  determining  quality. 


KIRKALDY'S  CONCLUSIONS. 

Mr.  Kirkaldy  sums  up  the  results  of  his  experimental  in- 
quiry in  the  following  concluding  observations,  which  the 
student  should  study  carefully  : 

1.  The  breaking-strain  does  not  indicate  the  quality,  as 
hitherto  assumed. 

2.  A  high  breaking-strain  may  be  due  to  the  iron  being 
of  superior  quality,  dense,  fine,  and  moderately  soft,  or 
simply  to  its  being  very  hard  and  unyielding. 

3.  A  low  breaking-strain  may  be  due  to  looseness  and 
coarseness  in  the  texture,  or  to  extreme  softness,  although 
very  close  and  fine  in  quality. 

4.  The  contraction  of  area  at  fracture,  previously  over- 
looked, forms  an  essential  element  in  estimating  the  quality 
of  specimens. 

5.  The  respective  merits  of  various  specimens  can  be  cor- 
rectly ascertained  by  comparing  the  breaking-strain  jointly 
with  the  contraction  of  area. 

6.  Inferior  qualities  show  a  much  greater  variation  in  the 
breaking-strain  than  superior. 

7.  Greater  differences  exist  between  small  and  large  bars 
in  coarse  than  in  fine  varieties. 


119 


THE   PHCENIX   IRON  COMPANY, 


8.  The  prevailing  opinion  of  a  rough  bar  being  stronger 
than  a  turned  one  is  erroneous. 

9.  Rolled  bars  are  slightly  hardened  by  being  forged 
down. 

10.  The  breaking-strain  and  contraction  of  area  of  iron 
plates  are  greater  in  the  direction  in  which  they  are  rolled 
than  in  a  transverse  direction. 

22.  Iron  is  less  liable  to  snap  the  more  it  is  worked  and 
rolled. 

33.  The  ratio  of  ultimate  elongation  may  be  greater  in 
short  than  in  long  bars  in  some  descriptions  of  iron,  whilst 
in  others  the  ratio  is  not  affected  by  difference  in  the  length. 

44.  Iron,  like  steel,  is  softened,  and  the  breaking-strain 
reduced,  by  being  heated  and  allowed  to  cool  slowly. 

54.  A  great  variation  exists  in  the  strength  of  iron  bars 
which  have  been  cut  and  welded ;  whilst  some  bear  almost 
as  much  as  the  uncut  bar,  the  strength  of  others  is  reduced 
fully  a  third. 

55.  The  welding  of  steel  bars,  owing  to  their  being  so 
easily  burned  by  slightly  overheating,  is  a  difficult  and  un- 
certain operation. 

56.  Iron  is  injured  by  being  brought  to  a  white  or  weld- 
ing heat,  if  not  at  the  same  time  hammered  or  rolled. 

57.  The  breaking-strain  is  considerably  less  when  the 
strain  is  applied  suddenly  instead  of  gradually,  though 
some  have  imagined  that  the  reverse  is  the  case. 

61.  The  specific  gravity  is  found  generally  to  indicate 
pretty  correctly  the  quality  of  specimens. 

62.  The  density  of  iron  is  decreased  by  the  process  of 
wire-drawing,  and  by  the  similar  process  of  cold  rolling,* 
instead  of  increased,  as  previously  imagined. 

64.  The  density  of  iron  is  decreased  by  being  drawn  out 
under  a  tensile  strain,  instead  of  increased,  as  believed  by 
some. 

*  Note. — The  conclusion  of  Mr  Kirkaldy  in  respect  to  cold  rolling 
is  undoubtedly  true  when  the  rolling  amounts  to  wire-drawing;  but 
when  the  compression  of  the  surface  by  rolling  diminishes  the  sectional 
area  in  greater  proportion  than  it  extends  the  bar,  the  result,  according 
to  the  experience  of  the  Pittsburgh  manufacturers,  is  a  slight  increase 
in  the  density  of  the  iron. 


I20 


410  WALNUT   ST.,  PHILADELPHIA. 


200.  It  must  be  abundantly  evident  from  the  facts  which 
have  been  produced  that  the  breaking-strain  when  taken 
alone  gives  a  false  impression  of,  instead  of  indicating,  the 
real  quality  of  the  iron,  as  the  experiments  which  have  been 
instituted  reveal  the  somewhat  startling  fact  that  frequently 
the  inferior  kinds  of  iron  actually  yield  a  higher  result  than 
the  superior.  The  reason  of  this  difference  was  shown  to 
be  due  to  the  fact,  that  whilst  the  one  quality  retained  its 
original  area  only  very  slightly  decreased  by  the  strain,  the 
other  was  reduced  to  less  than  one-half.  Now  surely  this 
variation,  hitherto  unaccountably  completely  overlooked is  of 
importance  as  indicating  the  relative  hardness  or  softness  of 
the  material,  and  thus,  it  is  submitted,  forms  an  essential 
element  in  considering  the  safe  load  that  can  be  practically 
applied  in  various  structures.  It  mtist  be  borne  in  mind  that 
although  the  softness  of  the  material  has  the  effect  of  lessen- 
ing the  amount  of  the  breaking-strain,  it  has  the  very  oppo- 
site effect  as  regards  the  7uorking-strain.  This  holds  good 
for  two  reasons :  first,  the  softer  the  iron  the  less  liable  it  is 
to  snap;  and  second,  fine  or  soft  iron,  being  more  uniform 
in  quality,  can  be  more  depended  upon  in  practice.  Hence 
the  load  which  this  description  of  iron  can  suspend  with 
safety  may  approach  much  more  nearly  the  limit  of  its  break- 
ing-strain than  can  be  attempted  with  the  harder  or  coarser 
sorts,  where  a  greater  margin  must  necessarily  be  left. 

202.  As  a  necessary  corollary  to  what  we  have  just  en- 
deavored to  establish,  the  writer  now  submits,  in  addition, 
that  the  working- strain  should  be  in  proportion  to  the  break- 
ing-strain per  square  inch  of  fractured  area,  and  not  to  the 
breaking-strain  per  square  inch  of  original  area  as  hereto- 
fore. Some  kinds  of  iron  experimented  on  by  the  writer 
will  sustain  with  safety  more  than  double  the  load  that 
others  can  suspend,  especially  in  circumstances  where  the 
load  is  unsteady,  and  the  structure  exposed  to  concussions^ 
as  in  a  ship  or  railway  bridge. 

KIRKALDY'S  RULE  FOR  COMPARING  THE  QUALITIES  OF  IRON: 
The  breaking-weight  per  square  inch  of  the  frac- 
tured area,  instead  of  the  breaking-weight  or  strain 
per  square  inch  of  the  original  area. 


121 


THE   PHCENIX   IRON  COMPANY, 


DIMINUTION  OF  TENACITY  OF  WROUGHT  IRON 

At  High  Temperatures. 


EXPERIMENTS  FRANKLIN  INSTITUTE,  1839. 

WALTER  JOHNSON  AND  BENJAMIN  REEVES,  COM. 


c. 

Fahr. 

1 

Diminution 
per  cent,  of  Max. 
Tenacity. 

C. 

Fahr. 

Diminution 
per  cent,  of  Max. 
Tenacity. 

271° 

5200 

O.0738 

500° 

932° 

0.3324 

299 

O.0869 

508 

o-3593 

313 

O.0899 

554 

0.4478 

316 

O.0964 

599 

o.55H 

332 

630 

0.1047 

624 

"54 

0.6000 

350 

0.1I5S 

626 

0.601 1 

378 

O.1436 

642 

0.6352 

389 

732 

O.1491 

669 

0.6622 

390 

O.I535 

674 

1245 

0.6715 

408 

O.1589 

708 

1306 

0.7001 

410 

O.1627 

440 

0.20IO 

The  contraction  of  a  wrought-iron  rod  in  cooling  is  about 
equivalent  to  yoiroo"  OI"  lengtn  from  a  decrease  of  150 
Fahr.,  and  the  strain  thus  induced  is  about  one  ton  for  e very- 
square  inch  of  sectional  area  in  the  bar. 

For  a  rod  of  the  lengths  given  below  the  contraction  will 
be  as  follows  : 


Length  of  rod,  in  feet,  10 


30     40     50  75 


Contraction, 
in  inches,  for 


15°  .012  .024  .036  .048  .060  .090  .120  .180 
100°  -080  .160  .240  .320  .400  .600  .800  1.200 
150°  .120  .240  .360  .480  .600  .900  1.200  1.800 


Contraction  and  expansion  being  equal,  the  pressure  per 
square  inch  induced  by  heating  or  cooling  is  as  follows : 
For  temperatures  varying  by  150  Fahr. : 

Variation,     15     30     45     60     75     105    120     150  degrees. 
Pressure,       123457        8       10  tons. 

Stoney  gives  8°  C.  =c  14.4  Fahr.  as  equivalent  to  a  press- 
ure of  one  ton  per  square  inch  for  wrought  iron,  and  150 
C.  =  27  Fahr.  for  cast  iron. 


122 


410  WALNUT  ST.,  PHILADELPHIA. 


LINEAR  EXPANSION  OF  METALS. 

Between  o°  and  ioo°  C.      For  i°  C.  For  i°  Fahi*. 

Zinc    ....  0.00294 

Lead   ....  0.00284 

Tin     ....  0.00222 

Copper,  Yellow  .  0.00188 

Copper,  Red .    .  0.00171 

Forged  Iron*    .  0.00122       .0000122  .00000677 

Steelf  ....  0.001 14       .0000114  .00000633 

Cast  Iron*    .    .  o.ooiii        .0000111  .00000616 

For  a  change  of  ioo°  Fahr.,  a  bar  of  iron  1475'  long  will 
extend  1  foot.  Similarly,  a  bar  100  feet  long  will  extend 
.0678  foot,  or  .8136  inch. 

According  to  the  experiments  of  Du  Long  and  Petit,  we 
have  the  mean  expansion  of  iron,  copper,  and  platinum, 
between  o°  and  ioo°  C,  and  o°  and  3000  C,  as  below  : 

From  o°  to  ioo°  C.      o°  to  3000  C. 

Iron   0.00180  0.00146 

Copper   0.001 7 1  0.00188 

Platinum   0.00884  0.00918 

The  law  for  the  expansion  of  iron,  steel,  and  cast  iron  at 
very  high  temperatures,  according  to  Rinman,  is  as  follows  : 

From  250  to  5250  C. 

Red  Heat=5oo°  C.        For  i°  C.  i°  Fahr. 

Iron  00714         .0000143  =  .0000080 

Steel  01071         .0000214=  .0000119 

Cast  Iron     .    .      .01250         .0000250  —  .0000139 

From  250  to  13000. 
Nascent  White=i275°  C. 

Iron  01250       .00000981  =  .00000545 

Steel  01787       .00001400  =  .00000777 

Cast  Iron      .    .      .02144       .00001680  =  .00000933 

From  c;oo0  to  15000.  . 
Dull  Red  to  White  Heat=iooo°  C. 
Difference. 

Iron  °°535       -0°ooo535  =  .0000030 

Steel  00714       .00000714  —  .0000040 

Cast  Iron      .    .      .00893        .00000893  =  .0000050 

Ratio  of  Expansion  in  Hundred  Parts,  assuming  Forge  Iron 
to  Expand  between  o°  and  ioo°  C. =.00122. 

From  o°  to  ioo°.      250  to  5250.        250  to  1300°.      5000  to  15000. 

Iron.    .100  per  ct.    117  per  ct.    8operct.    44  per  ct. 
Steel     .   93     "       175     "      114     "       58  " 
Cast  Iron  91     "        205     "      137     "        73  " 

*  Laplace  and  Lavoisier.  f  Ramsden. 


I23 


THE   PHCENIX   IRON  COMPANY, 


DIFFERENT  COLORS  OF  IRON  CAUSED  BY  HEAT. 

POUILLkT. 

C.  Fahk.  Color. 

2io°  .  .  .  4100  .  .  .  Pale  Yellow. 
221  .  .  .  430  .  .  .  Dull  Yellow. 
256  .  .  .    493    .  .  .  Crimson. 

261  '  *  '  502  }.  .  .  Violet,  Purple,  and  Dull  Blue;  be- 
370  .  .  .    680  J  tween  2610  C.  to  3700  C.  it  passes 

to  Bright  Blue,  to  Sea  Green,  and 
then  disappears. 
500  .  .  .  932  .  .  .  Commences  to  be  covered  with  a 
light coatingof  oxide;  losesagood 
deal  of  its  hardness,  becomes  much 
more  impressible  to  the  hammer, 
and  can  be  twisted  with  ease. 


525  • 

c  .  977 

.  Becomes  Nascent  Red. 

700  . 

.  .  1292    .  . 

.  Sombre  Red. 

800  . 

.  .  1472    .  . 

.  Nascent  Cherry. 

900  . 

.  .  1657    .  . 

.  Cherry. 

IOOO  . 

.  .  1832    .  . 

.  Bright  Cherry. 

I IOO  . 

.  .  2012    .  . 

.  Dull  Orange. 

1200  . 

.  .  2192    .  . 

.  Bright  Orange. 

1300  . 

•  •  2372    .  . 

.  White. 

1400  . 

•  •  2552    .  . 

.  Brilliant  White— Welding  Heat. 

1500  . 

•  •  2732  \ 

.  Dazzling  White. 

1600  . 

.  .  2912  I 

MELTING  POINT  OF  METALS. 


Name.  Fahr.         Fahr.  Authority. 

Platina  ......  4593° 

Antimony   ....  955    ...  842  ...  J.  Lowthian  Bell. 

Bismuth   487    ...  507  ..  . 

Tin  (average)   .  .  475 

Lead      "         .  .  622    .  .  .  620  ...  " 

Zinc   772    ...  782  ..  . 

^       t  f  I022..2OI2  .   .White.)    -n     :il  . 

CastIro11 20IO{20l2..2i92  .  .Gray.   }  PoUlllet 

Wrought  Iron  .  .  2910    .  .   2733  .  .  .  Welding  Heat. " 

Steel   2370    .  .  2550 


Copper  (average).  2174 


124 


410  WALNUT   ST.,  PHILADELPHIA. 


NOTES   ON  THE 


WEIGHT  AND  COMPOSITION  OF  AIR, 


l  cubic  foot  of  air  at  320  Fahr.,  under  a  pressure  of  14.7 
lbs.  per  square  inch,  weighs  .080728  lb. 
Therefore,  1000  cubic  feet  =  80.728  lbs. 


I  cubic  foot  =  1.292  oz. . 


1  cubic  foot  of  air  contains 


I  cubic  foot  of  air  contains 


53.85  cubic  feet  of  air  contain 


f  23  per  1 
1  77  per 


'  23  per  cent.  Oxygen. 

cent.  Nitrogen. 


.29716  oz.  Oxygen. 
.99484  oz.  Nitrogen. 
1.29200  total  weight. 

.0185725  lb.  Oxygen. 

555  lb.  Nitrogen. 
.080728  lb. 

r  1. 000  lbs.  Oxygen. 

,  3-347  lbs.  Nitrogen. 
4.347  lbs. 


J. 0185 
( .0621 


Carbonic  acid  =  C  02  ==  22. 


:6.  Ot=\ 


02=  16.    6  -f-  16  —  22. 


For  combustion  to  carbonic  acid  I  lb.  of  coal  requires 
2§  lbs.  of  oxygen,  or  143.6  cubic  feet  of  air,  supposing  all 
of  the  oxygen  to  combine  with  the  coal.  280  to  300  cubic 
feet  of  air  pet  pound  of  coal  is  the  usual  allowance  for 
imperfect  combustion. 

11.59  lbs.  of  air  for  perfect  combustion. 
24  lbs.  of  air  for  imperfect  combustion. 


125 


THE   PHCENIX   IRON  COMPANY, 


THE  above  cut  illustrates  a  girder  composed  of  two  beams 
supporting  a  wall.  During  the  construction  a  tem- 
porary prop  should  be  placed  beneath  the  girder  after  several 
courses  of  brick  have  been  laid,  and  the  prop  should  not 
be  removed  until  the  masonry  is  dry.  This  will  prevent 
undue  deflexion  of  the  girder. 

The  girder  should  be  of  sufficient  strength  to  sustain  the 
entire  weight  of  the  wall  between  perpendicular  lines  above 
the  span  to  a  height  corresponding  to  the  apex  of  the  dotted 
lines. 

Assuming  the  weight  of  a  cubic  foot  of  brick  wall  to  be 
112  pounds,  a  superficial  square  foot  of  9  inch  wall  will 
weigh  84  pounds,  of  13  inch  wall  121  pounds,  and  of  18 
inch  wall  168  pounds,  and  the  following  table  specifies 
suitable  beams  for  use  as  girders  over  the  several  spans 
named. 


PROPER  SIZES  OF  BEAMS  TO  USE  AS  GIRDERS 
FOR  SUPPORTING  WALLS. 


SPAN. 

13r/  Wall. 

SPAN. 

13"  Wall. 

Feet. 

Feet. 

8  to  IO 

2- 

—6"  40  lbs. 

l8  to  20 

2— 

-\o\"  90  lbs. 

IO  to  12 

2- 

—7"  55  lbs. 

20  to  22 

2  — 

-12"    96  lbs. 

12  to  14 

2- 

-8"  65  lbs. 

22  to  24 

2— 

-I2//  125  lbs. 

14  to  16 

2- 

— 9//  70  lbs. 

24  to  26 

2— 

15"  150  lbs. 

1 6  to  18 

2- 

-9"  84  lbs. 

26  to  28 

2 — 

15"  200  lbs. 

126 


410  WALNUT   ST.,  PHILADELPHIA. 


TABLES 


■— W«  O  F«W- — 


lit, 


127 


THE   PHCENIX   IRON  COMPANY, 


WEIGHT  OF  FLAT  BAR  IRON. 

PER  FOOT. 


CO 

THICKNESS,  IN  INCHES. 

1 

16 

1 

8 

3 

16 

1 

4 

5 

16 

3 
g 

7 

16 

1 

2 

5 
8 

3 
4 

7 
8 

1 

lbs. 

lbs. 

lbs. 

lbs. 

COS . 

lbs. 

lbs. 

lOS. 

lbs. 

lbs. 

lbs. 

lbs. 

i 

.21 

.42 

.63 

.84 

1 .05 

1 .26 

1.47 
47 

1.68 

2. II 

2.53 

2.95 

3-37 

•24 

•47 

•71 

•95 

1.18 

1.42 

1.66 

1 .90 

2-37 

2.84 

3-32 

3-79 

*X 

.26 

•53 

•79 

1.05 

1.32 

1.58 

1.84 

2. 11 

2.63 

3.16 

3.68 

4.21 

.29 

.58 

.87 

M6 

1.45 

1 . 74 

2.03 

2.32 

2.89 

3-47 

4-05 

4-63 

•32 

.63 

•95 

1.26 

».58 

1.90 

2.21 

2.  S3 

53 

3.16 

3-79 

.4-42 

5-05 

•34 

.68 

1.03 

1.37 

1 . 71 

2. 30 

39 

2.74 

3-42 

4. 11 

4-79 

5-47 

•37 

•74 

1. 11 

i-47 

1.84 

2.58 

2.0  = 

3.68 

4.42 

5.i6 

5.89 

.40 

•79 

1. 18 

1.58 

I  07 

97 

2  -37 

6 

2. 70 

3.16 

3-95 

4-74 

5-53 

6.32 

2 

.42 

.84 

1.26 

1.68 

2.1 1 

2.53 

2.Qs 

9 

3.37 

4.21 

5-05 

5.89 

6.74 

•45 

.90 

1  34 

1.79 

2.24 

2.68 

3.13 

3.58 

4-47 

5-37 

6.26 

7.16 

2lX 

•47 

•95 

1.42 

1.90 

2.37 

2.84 

3.32 

3.79 

4-74 

5-68 

6.83 

.7.58 

2% 

.50 

1. 00 

1.50 

2.00 

2.50 

3.00 

3.50 

4.OO 

5.00 

6.00 

7.00 

8.00 

2/ 

•53 

1.05 

i.58 

2. 11 

2.63 

3.16 

3.68 

4.21 

5.26 

6.32 

7-37 

8.42 

2^8 

•55 

1. 11 

1.66 

2.21 

2.76 

3.32 

3.87 

4.42 

5-53 

6.63 

7-74 

8.84 

2^ 

.58 

1. 16 

1.74 

2.32 

2.89 

3*47 

4.05 

4.63 

5-79 

6-95 

8.10 

9.26 

2% 

.61 

1. 21 

1.82 

2  42 

3-°3 

3-^3 

4.24 

4.84 

6.05 

7.26 

8.47 

9.63 

3 

.63 

1.26 

1.90 

2-53 

3.16 

3.79 

4.42 

5.05 

6.32 

7.58 

8.84 

10.10 

3/ 

.68 

1-37 

2.05 

2.74 

3*42 

4. 11 

4.  70 

<  .4.7 

6.84 

8.21 

9.58 

10.95 

3% 

•74 

1-47 

2.21 

2-95 

3.68 

5.16 

^.8q 

7-37 

8.84 

10.32 

11.79 

3% 

•79 

1.58 

2-37 

3.16 

3-95 

4-74 

5-53 

6.32 

7.89 

9-47 

11.05 

12.63 

4 

.84 

1.68 

2-53 

3-37 

4.21 

5-o5 

5.89 

6.74 

8.42 

10.10 

11.79 

13-47 

4/ 

.90 

1 .  7Q 

2.68 

3-58 

4-47 

5-37 

6.26 

7.l6 

8-95 

10.74 

I2-53 

I4-31 

4/2 

•95 

I.90 

2.84 

3-79 

4-74 

5-68 

6.63 

7-58 

9-47 

n.38 

13.26 

15.16 

4^ 

1. 00 

2.00 

3.00 

4.00 

5.00 

6.00 

7.00 

8.00 

10.00 

12.00 

14.00 

16.00 

5 

1.05 

2. II 

3.16 

4.21 

5.26 

6.32 

7-37 

8.42 

10.53 

12.63 

14-74 

16.84 

sH 

«... 

2.21 

3-32 

4.42 

5-53 

6.63 

7-74 

8.84 

11.05 

13.26 

15-47 

17.68 

5% 

1. 16 

2.32 

3-47 

4-63 

5-79 

6.95 

8.10 

9.26 

n.58 

13.89 

16.21 

18.52 

128 


4-10  WALNUT  ST.,  PHILADELPHIA. 


WEIGHT  OF  FLAT  BAR  IRON. 

PER  FOOT. 


THICKNESS,  IN  INCHES. 


1 

1 

3 

1 

5 

3 

7 

1 

5 

3 

7 

16 

8 

16 

4 

16 

8 

16 

2 

8 

4 

8 

1 



lbs. 

lbs. 

ids. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

sYa 

1.21 

2.42 

3.63 

4.84 

6.05 

7.26 

8.47 

9.68 

12.10 

14.53 

16.95 

I9-37 

6 

1.26 

2-53 

3-79 

5-05 

6.32 

7-58 

8.84 

10.10 

12.63 

15.16 

17.68 

20.21 

2.63 

3-95 

5-27 

6.58 

7.90 

9.21 

Jo-53 

13.16 

15-79 

2-  .05 

ey2 

1.36 

2-73 

4.10 

5-47 

6.84 

8.21 

9-58 

10.94 

13-68 

16.42  19. 16 

21.88 

6% 

1.42 

2.84 

4.26 

5-69 

7.10 

S-53 

9-95 

11.36 

14.21 

17.05^9.90 

22.73 

7 

2-94 

4.42 

5-9° 

7-36 

8.84 

10.32 

11  79 

14.74 

17.68 

2O.64 

23-58 

7lA 

i-53 

3-°5 

4-58 

6.11 

7-63 

9.16 

10.68 

12.21 

15.26 

18.32 

2137 

24.42 

7lA 

1.58 

3.16 

4-74 

6.32 

7.90 

9.48 

n.c6 

12.64 

15.78 

18.94 

22.  I  I 

25.28 

7% 

1.63 

3.26 

4.90 

6-53 

8.16 

9-79 

11.42 

13.06 

16.31 

19-57 

22.84 

26.12 

8 

1.68 

3-36 

5-05 

6.74 

8.42 

10.10 

11.78 

13.48 

16.84 

20.20  23.58 

26.94 

** 

1.74 

3-47 

5.21 

6-95 

8.68 

10.42 

12.16 

13.89 

17.37 

2O.84 

M* 

27.79 

3% 

.0, 

3  58 

5.36 

7.16 

8.94 

10.74 

12.52 

14-32 

17.90 

2I.48 

25.06 

28.63 

1.84 

3-68 

5-53 

7-37 

9.21 

11.05 

12.89 

M.74 

18.42 

22.IO 

25.79,29-47 

9 

1.90 

3-79 

5-68 

7.58 

9.48 

11.36 

13.26 

15-16 

18.95 

22  75 

,  1 
20  52  30  32 

1 

9TX 

-95 

3-9° 

5-84 

7-79 

9-74 

11.68 

13-63  I5-58  19  47 

23.38 

27.26 

31 . 16 

9% 

2.00 

4.00 

6.00 

8.00 

10.00 

12.00 

14. oc 

16.00  20.00 

24.OO 

28.OO 

32.00 

9K 

2.05 

4. 11 

6.16 

8.21  10.26 

12.32 

14-37 

16.42,20.53 

24.63 

28.74  32.84 

IO 

2. 10 

4.21 

6.32 

8.42|io.52 

12.64 

14-74 

16.84 

21.05  25.26 

29.48 

33-68 

2.16 

4-32 

6.48 

8.63  10.79 

12.95 

15. 11 

17.26,21.58 

25.89 

30.2I 

34-52 

™y2 

2.21 

4.41 

6.64 

8.84  11.05 

13.26 

15.48 

17.68 

22.10 

26.52 

30-95 

35-36 

xoyi 

2.26 

4.53 

6. 79 

9-°5 

II.32  13.58 

15.84 

18.10  22.63  27.16 

31.68 

36.21 

ii 

2.32 

4.64 

6-95 

9.26 

II.58  I3.90 

1 

16.21 

18.52  23.16 

27.78 

1 

32.42  37.04 

2-37 

4-74 

7.11 

9.47 

11.85 

14.21 

16.58 

18.94  23.68 

1 

28.42 

33.15  37.89 

2.42 

4.84 

7.26 

9.68  12.10 

1 

14-52 

16.94 

19.36  24.20 

29.06 

33-9° 

38.74 

ii% 

2.47 

4.94 

7.42 

9.89 

12-37 

14.84 

i7-3i 

19.78  24.73,29.69 

34.63 

39.56 

12 

2.52 

5-05 

7-58 

10.10 

12.64 

15.16 

17.68 

20.20 

25.26 

3°-32 

35.36 

40.40 

129 


THE  PHCENIX  IRON  COMPANY, 


WEIGHT  OF  WROUGHT  IRON. 


Thickness  or  Diam.in  Dec'ls, 
Inches.         of  a  Foot. 

Wt.  of  a  Sq. 
Foot,  Lbs. 

Wt.  per  Foot 
Sq.  Bar,  Lbs. 

A 
3  2 

.0026 

_    

1 .2D3 

•°°33 

JL_ 

.0052 

2 .  5  26 

.0132 

Jif 

.OO78 

3  759 

.0296 

f 

.OIO4 

A 

.OI3O 

0  3l5 

A 

.OI56 

7o75 

T  T  Qa 

.  L  1  04 

3  2 

.0182 

8.841 

1 6 1  2 

1 
4 

.0208 

10  10 

A 

.O234 

JI-37 

.2665 

_5_ 
1  6 

.0260 

1 2 . 63 

.329O 

1  1 

f 

.0287 

15  l6 

•473^ 

1  3 

3  2 

.0339 

1 6.42 

rrrR 

•555° 

1  6 

•°3§5 

I7.68 

•6446 

1  5 

3  2 

.0391 

15-95 

.7400 

.0417 

20. 2 1 

_9_ 
lr6 

.0469 

22.73 

I  .Out) 

.0521 

25  26 

1. 316 

11 

.0573 

27.79 

A09z 

4 

.0625 

3°  31 

T  8n- 

1  3 
!_G 

.0677 

-2  9  8/1 
32.04 

2.223 

% 

.0729 

35-37 

2-579 

1  5 
1  6 

.0781 

37  89 

2.960 

I 

•o833 

40.42 

3-3°° 

It? 

.0885 

42.94 

•  3-^03 

1 
8~ 

.0018 

45  47 

3 

1  6 

.OQQO 

40. 00 

4-75° 

1 

.IO42 

5°-52 

5-2^3 

5 

.IO94 

53 -°5 

you/ 

» 
8 

.1  I46 

55  57 

6  -268 

JL 
1  6 

.II98 

58. 10 

6  960 

1 

.1250 

OU.Uj 

7  C7# 

7 -57° 

5. 
8 

.1  ^4 

05.05 

5.093 

3. 

.1458 

7°-73 

IO.3I 

7 
8" 

1    1  .04 

2 

.1667 

80  83 

T  "5  /I  7 

A3-4/ 

* 

.1771 

15.21 

I 

.1875 

90  94 

17.05 

8 
8 

.1979 

95-99 

19.00 

.2083 

101.0 

21.05 

6 
1 

.2188 

106. 1 

23.21 

3 
4" 

.2292 

in. 2 

25-47 

7 
8 

.2396 

1 16.2 

27.84 

.2500 

121.3 

30-3I 

!  Wt.  per  Foot 
Round  Bar,  Lbs. 


.0026 
.OIO4 
.0233 
.O4I4 
.0646 
.O93O 
.1266 

•1653 
.2093 

•2583 
.3126 
.3720 

•4365 
.5063 

•5813 
.66I3 
.837O 
IO33 
I.25O 
I.488 
I.746 
2.025 
2.325 
2.645 
2.986 
3.348 

3-  73° 
4.133 

4-  557 
5.001 
5.466 

5-  952 
6.985 
8.101 
9.300 

10.58 
11  95 

13-39 
14.92 

16.53 
18.23 
20.01 
21.87 
23.81 


130 


410  WALNUT  ST.,  PHILADELPHIA. 


WEIGHT  OF  WROUGHT  IRON. 


Thickness  or  Diam.  in  Dec'ls, !  Wt.  of  a  So. 

Wt.  per  Foot 

Wt.  per  Foot 

Inches. 

of  a  Foot. 

Foot,  Lbs. 

bq.  Bar,  Lbs. 

Round  Bar,  Lbs. 

3l 

.2604 

I26.3 

32.89 

25.83 

i 

4 

.2708 

I3M 

35-57 

27.94 

3 
| 

.2813 

i3<M 

38.37 

30.I3 

1 
2" 

.2917 

1415 

41.26 

32.41 

5 
8 

.3021 

146.5 

44.26 

3476 

3 
4 

•3125 

151.6 

47-37 

37.20 

7 
8 

.3229 

156.6 

5o.57 

3972 

4 

•3333 

161. 7 

53.89 

42.33 

i 

•3438 

166.7 

57.3i 

45.OI 

1 
4 

•3542 

171. 8 

60.84 

47.78 

3 
g 

.3646 

176.8 

64.47 

50.63 

1 

2~ 

•375° 

181.9 

68.20 

53-57 

| 

.3854 

186.9 

72.05 

56.59 

f 

.3958 

192.0 

75-99 

59-69 

7 

.4063 

197.0 

80.05 

62.87 

5 

.4167 

202.1 

84.20 

66.13 

i 

.4271 

207.1 

88.47 

69.48 

i 

4 

•4375 

212.2 

92.83 

72.91 

3 
"8 

•4479 

217.2 

97-31 

76.43 

1 

Tj> 
5 
8 

4583 

222.3 

101.9 

80.02 

.4688 

227.3 

106.6 

83.70 

3 
4 

•4792 

232.4 

1 1 1.4 

87.46 

7 

8" 

.4896 

237.5 

1 16.3 

91.31 

6 

.5000 

242.5 

121.3 

95.23 

| 

.5208 

252.6 

131.6 

103.3 

1 

•5417 

262.7 

142.3 

in. 8 

3 
4 

•5625 

272.8 

153-5 

120.5 

7 

•5833 

282.9 

165.0 

129.6 

i 

4 

.6042 

293.0 

177.0 

139.0 

1 

2 

.6250 

303-1 

189.5 

148.8 

3 
4 

.6458 

3I3-2 

202.3 

158.9 

8 

.6667 

323.3 

215.6 

169.3 

i 

4 

.6875 

333-4 

229.3 

1 80. 1 

1 

2 

.7083 

343-5 

243-4 

191. 1 

3 
4 

.7292 

353-6 

247.9 

202.5 

9 

.7500 

363.8 

272.8 

214.3 

i 

4 

.7708 

373-9 

288.2 

226.3 

1 
2 

.7917 

384.0 

304.0 

238.7 

.8125 

394-1 

320.2 

251.5 

IO 

•8333 

404.2 

336.8 

264.5 

1 

.8750 

424.4 

371.3 

291.6 

11 

.9167 

444.8 

407.5 

320.1 

.9583 

464.6 

445-4 

349-8 

12 

1  Foot. 

485. 

485. 

380.9 

131 


THE   PHCENIX    IRON  COMPANY, 


GENERAL  RULES 

FOR  DETERMINING 

THE  WEIGHT  OF  ANY  PIECE  OF  WROUGHT  IRON. 


One  cubic  foot  of  wrought  iron  . 
One  square  foot,  one  inch  thick  . 
One  square  inch,  one  foot  long  . 
One  square  inch,  one  yard  long  . 


.  ...  =  480  lbs. 
.    .  =       =    40  lbs. 

•  •  =  «  =      3i  lbs. 

•  =3iX3=    10  ^s. 


Hence  it  appears  that  the  weight  of  any  piece  of  wrought 
iron  in  pounds  per  yard  is  equal  to  10  times  its  area  in 
square  inches. 

Example. — The  area  of  a  bar  3"  X  l"  =  3  square  inches, 
and  its  weight  is  30  lbs.  per  yard. 


For  round  iron  the  weight  per  foot  may  be  found  by 
taking  the  diameter  in  quarter  inches,  squaring  it,  and 
dividing  by  6. 

Example. — What  is  the  weight  of  2r/  round  iron  ? 
2/7  =ss  8  quarter  inches.    82  =  64. 
=  io§  lbs.  per  foot  of  2//  round. 

Example. — What  is  the  weight  of  \ff  round  iron  ? 
|y/  ==  3  quarter  inches.    32  =  9. 
%  =  \\  lbs.  per  foot  of  \ff  round.. 


The  above  rules  are  highly  convenient,  and  enable  mental 
calculations  of  weight  to  be  quickly  obtained  with  accuracy. 


132 


410  WALNUT  ST.,  PHILADELPHIA. 


CAST-IRON  PIPE. 

WEIGHT  OF  A  LINEAL  FOOT. 


THICKNESS  OP  METAL,  IN  INCHES. 


Bore, 
Inche 

1 

4 

3 

1 

2 

5 
8 

3 
4 

7 
8 

JL 

J-8 

-u 

% 

lbs. 

lbs. 

lbs. 

lbs. 

2 

5-5 

R  T 

°-7 

12.3 

16  I 

20.3 

24.7 

29.5 

34-5 

39-9 

6  8 

J4-7 

I9  2 

24.0 

29.0 

34-4 

46.0 

3 

7-9 

12,4 

17.2 

22.2 

27.6 

32-3 

39-3 

A  f  A 

M 

9.2 

x4-3 

19.6 

25-3 

3i-3 

37-6 

44.2 

51.0 

cR  0 

4 

10.4 

16  1 

28  4 

35-° 

41.9 

49.1 

50.  D 

D4.4 

11. 7 

18.0 

24  5 

3!-5 

38;7 

40.2 

54-° 

70.6 

5 

12.9 

19.8 

27.0 

34-5 

42-3 

5°-5 

59-9 

67.7 

76.7 

sA 

14. 1 

21.6 

29-5 

37-o 

460 

54-° 

63  8 

73-2 

82.9 

6 

x5-3 

23  5 

3*-9 

40.7 

49  7 

59-1 

68  7 

78.7 

Ir 

7 

t  n  R 

27.2 

3^-9 

46  8 

57-1 

67.7 

7°o 

89  8 

8 

20.3 

30.8 

41.7 

52-9 

04  4 

70.2 

88  4 

1 14. 

9 

22.7 

34-5 

46  6 

59-1 

71.8 

84  8 

98.2 

IO 

25.2 

38.2 

5r-5 

Oj.2 

79  2 

93-4 

IOo. 

123. 

ttR 

13a. 

1 1 

27.6 

41.9 

565 

7*3 

R£  - 
00.  j 

Il8 

*34- 

150. 

12 

30.I 

A  -  (s 

61  4 

77-5 

93-9 

in. 

128. 

I45- 

It)3. 

13 

32-5 

49.2 

00.3 

03.O 

119. 

T  ->R 

ISO. 

x75- 

I4 

35-° 

52-9 

71.2 

»9.7 

109. 

f28. 

147. 

107. 

,  0  _ 
107. 

1 5 

37-4 

56  6 

95-9 

116 

I3t>. 

l57- 

17b. 

199. 

16 

39 -1 

00.3 

81  0 

123. 

145. 

IO7. 

189 

18 

44.8 

67.7 

90.9 

114. 

138. 

l62. 

I87. 

211. 

236. 

20 

49-7 

75-2 

101 . 

127. 

153- 

179. 

206. 

233- 

261. 

22 

54-6 

82.6 

in. 

139- 

168. 

197. 

226. 

255- 

285. 

24 

59-6 

89.9 

120. 

1  Si- 

182. 

214. 

245- 

278. 

310. 

26 

64-5 

97-3 

131. 

164. 

198. 

231. 

266. 

300. 

335- 

28 

69.4 

105. 

140. 

176. 

212. 

249. 

286. 

323- 

360. 

30 

74.2 

112. 

150. 

188. 

227. 

266. 

3°5- 

345- 

384. 

Note. — For  each  joint,  add  a  foot  to  length  of  pipe, 


133 


I 


THE   PHCENIX   IRON  COMPANY, 


GALVANIZED  AND  BLACK  IRON. 

Weight  in  Pounds  per  Square  Foot  of  Galvanized 
Sheet  Iron,  both  Flat  and  Corrugated. 


The  numbers  and  thicknesses  are  those  of  the  iron  before 
it  is  galvanized.  When  a  flat  sheet  (the  ordinary  size  of 
which  is  from  2  to  2  J  feet  in  width,  by  6  to  8  feet  in  length) 
is  converted  into  a  corrugated*  one,  with  corrugations  5  inches 
wide  from  centre  to  centre,  and  about  an  inch  deep  (the 
common  sizes),  its  width  is  thereby  reduced  about  y^th 
part,  or  from  30  to  27  inches ;  and  consequently  the  weight 
per  square  foot  of  area  covered  is  increased  about  ith  part. 
When  the  corrugated  sheets  are  laid  upon  a  roof,  the  over- 
lapping of  about  2J  inches  along  their  sides  and  of  4  inches 
along  their  ends  diminishes  the  covered  area  about  -£th 
part  more;  making  their  weight  per  square  foot  of  roof 
about  Jth  part  greater  than  before.  Or  the  weight  of  cor- 
rugated iron  per  square  foot  in  place  on  a  roof  is  about  J 
greater  than  that  of  the  flat  sheets  of  above  sizes  of  which 
it  is  made. 


<p 
bo 

1 

BLACK. 

GALVANIZED. 

Flat. 

Corrugated. 

Flat. 

Corrugated. 

Lbs. 

On 
Roof. 

Lbs. 

On 
Roof. 

Lbs. 

On 
Roof. 

Lbs. 

On 
Roof. 

29 
28 
27 
26 
25 
24 
23 
22 
21 
20 

J9 
18 

*7 

16 
15 
14 
J3 

.48 
•52 
.56 
.64 
.72 
.80 
.88 
1. 00 
1. 12 
1.28 
1.40 
1.69 
T.90 

2-  33 
2.60 
2  89 

3-  33 
,8. 

.56 
.61 
.67 
•75 
.84 
•93 
1.03 
1. 17 

IS* 
1.49 
1.63 

1  97 

2  29 

2  72 
3-03 

3  37 
3-88 

4  44 

•53 
•58 
.62 

•71 
.80 

•89 
98 
1. 11 
1.24 

1-43 
1.56 
1.87 
2.18 
2.^9 
2.89 
3.21 
3- 7o 
4.23 

1 

.62 
.68 
•73 
•83 
93 
1.04 
1. 14 
1.29 

1-  45 
1.67 
1.82 
2.18 

2-  54 
3.02 

3  37 

3-  74 

4  31 

4-  93 

•71 
•75 
.81 
.87 
•94 
1. 00 
1.06 
1. 19 
J-3i 
1.50 
!-75 
1.94 

2-  37 
2.69 
3.00 

3-  30 
3  75 
4.23 

.83 
.87 
•94 
1.01 
1.09 
1. 17 
1.24 
i-39 
i-53 
i-75 
2.03 
2.26 
2. 76 

3  13 

3-  5o 
385 

4-  37 

4  93 

•79 

•83 
.90 

97 
1.04 
1. 11 
1. 18 
x.32 
1.47 
1.67 
1.94 
2  15 
2.63 
2  99 
3-33 

3-  67 

4-  i7 
4.70 

.91 
•97 
1.05 

1. 13 
1. 21 
1.29 
i-37 
1-54 
1. 71 

2.26 
2.51 
3.07 
3-49 
3.88 
4.28 
4  86 
5.48 

Note. — The  galvanizing  of  sheet  iron  adds  about  one-third  of  a 
pound  to  its  weight  per  square  foot. 


134 


410  WALNUT  ST.,  PHILADELPHIA. 


AMERICAN  AND  BIRMINGHAM  WIRE  GAUGES. 


No.  Gauge. 

Thickness 
American 
Gauge. 

Thickness 
Birmingham 
Gauge. 

No.  Gauge. 

Thickness 
American 
Gauge. 

Thickness 
Birmingham 
Gauge. 

No.  Gauge. 

Thickness 
American 
Gauge. 

M  a 

.2  '§  <** 

PQ 

Inch . 

Inch,  i 

Inch. 

Inch. 

Inch. 

Inch. 

oooo 

.46 

•454  ! 

1 1 

.0907 

I  2 

25 

.0179 

.02 

ooo 

.4096 

.425 

1 

I  2 

.0808 

.IO9 

26 

.0160 

.018 

oo 

.3648 

.38  ! 

13 

.0719 

•095 

27 

.OI42 

.016 

o 

.3248 

•34 

H 

.0641 

.083 

!  28 

.OI26 

.014 

I 

.2893 

•30 

15 

•057 

.072 

|  29 

.OI 12 

.01  ^ 

2 

.2576 

.284 

16 

.0508 

.065 

30 

.OI 

.012 

3 

.2294 

•259 

17 

.0452 

.058 

3i 

.0089 

.OI 

4 

.2043 

.238 

!  18 

.0403 

.049 

32 

.OO79 

.009 

5 

.1819 

.22 

\  l9 

.0359 

.042 

33 

.007 

.008 

6 

.1620 

.203 

1 20 

.0319 

•03.S 

34 

.0063 

.007 

7 

•1443 

.18 

21 

.0284 

.032 

!35 

.OO56 

.005 

8 

.1285 

.165 

22 

.0253 

.028 

36 

.005 

.004 

9 

.1144 

.148 

23 

.0225 

.025 

IO 

.IOI9 

.134 

I  24 

.0201 

.022 

RAILROAD  SPIKES. 

Length  and  Thickness  in  a  Keg  of  150  Pounds. 


Length. 

Thickness. 

Number.  ! 

1 

Length. 

Thickness. 

Number. 

4i 

A 

527 

Si 

i 

356 

4* 

1 

400 

si 

9 
IT 

290 

5 

1 

710 

si 

.5 
8 

219 

5 

1 

1  0 

489 

6 

i 

311 

5 

1 

f 

390 

6 

t 

263 

5 

9 

296 

6 

197 

5 

t 

258 

SPLICES  AND  BOLTS  FOR  ONE  MILE  OF  TRACK. 

Rails  30  feet  long  take  704  splices,  1408  bolts. 

"  28       "       "  754      "  1508  " 

"  27        "        '*  782      4<  1564  " 

"  25       "        "  844      «  1688  " 

"  24       "       "  880      "  1760  <{ 

RAILROAD  IRON. 

To  find  the  number  of  tons  of  rails  for  one  mile  of  single 
track,  divide  the  weight  per  yard  by  7  and  multiply  by  II. 
Thus:  for  561b.  rail,  56-5- 7=8,  and  8X1 1=88  tons  per  mile. 


*35 


THE   PHCENIX   IRON  COMPANY, 


<u  V  V 

111 

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136 


410  WALNUT  ST.,  PHILADELPHIA. 


WIRE. 

IRON,  STEEL,  COPPER,  BRASS. 
Weight  of  100  Feet  in  Pounds.    Birmingham  Wire  Gauge. 


No.  of 
Gauge. 

PER  LINEAL  FOOT. 

Iron. 

Steel. 

Copper. 

Brass. 

oooo 

Z.A  62 

JJO 

62  3Q 

;8  Q2 

ooo 

4.7  86 

48.32 

^4.67 

^1.64 

oo 

38  27 

38.63 

43.71 

41.28 

o 

30.63 

30.02 

34. QQ 

33.0; 

I 

23.8s 
0  j 

24.O7 

27.24 

25  73 

2 

21  37 
j/ 

21. ^7 

24.41 

23.06 

3 

17  78 

I7.Q4 

/  7T 

20.3 

I9.I8 

4 

15.01 

I  C.  1  c 

17.1  c 

l6.  IQ 

5 

12.82 

12. 

14.61; 

13.84. 

o 

10.92 

1 1.02 

12.4.7 

II.78 

7 

8.586 

8.667 

9.807 

Q.263 

Q 
o 

7.214 

7.283 

8.241 

7.783 

9 

5.805 

5.859 

6.63 

6.262 

4.758 

4.803 

5435 

5.1  33 

i  j 

3.816 

3.8;2 

4. 3^0 

4.1 17 

I  2 

3.148 

3.178 

3.^q6 

3.3Q7 

13 

2.392 

2.414 

2.732 

2.q8 

14 

1.826 

1.843 

2.085 

i.q6q 

T  C 

l5 

1.374 

1.387 

i .  c6q 

1.482 

i  O 

I.I  19 

1. 13 

1.279 

1.208 

l7 

.8011; 

.Q 

'7 

1 .018 

.9618,. 

18 

.6363 

.642  3 

.7268 

.6864 

l9 

•467  s 

.472 

.^34 

2° 

.3246 

.3277 

.3709 

•  3S02 

.2714 

.274 

.31 

.2Q2Q 

22 

.2079 

.2098 

.2373 

.2241 

.1656 

.1672 

.l892 

.1788 

2/L 

.1283 

.I2QS 

.146; 

r  J 

.1384 

25 

.106 

.107 

.1211 

.1144 

26 

.0859 

.0867 

.0981 

.0926 

27 

.0678 

.0685 

•0775 

.0732 

28 

.0519 

.O524 

•°593 

.O56 

29 

.0448 

.O452 

.0511 

.O483 

30 

.0382 

.0385 

.0436 

.0412 

3i 

.0265 

.O267 

•°3°3 

.0286 

32 

.0215 

.0217 

.0245 

.0231 

33 

.017 

.OI7I 

.0194 

.OI83 

34 

.013 

.0131 

.0148 

.OI4 

35 

.0066 

.O067 

.0076 

.0071 

36 

.0042 

.OO43 

.0048 

.OO46 

12 


137 


J  

THE  PHCENIX  IRON  COMPANY, 

IRON  RIVETS. 


WEIGHT   IN    POUNDS    PER    1 0O. 


Length 

DIAMETERS,  INCHES. 

Under 

Head, 
Inches. 

j 

1 

1 



5 

3 
4 



£ 



1 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

I 

I.895 

4.848 

.900 

16.79 

26.49 

39-3 

55-2 

i 

2.067 

5-235 

IO.34 

I  7.00 

27.99 

4I.4 

57-9 

1 

4 

2.238 

5.616 

1 1 .04 

IO.9O 

29.61 

43-5 

60.7 

I 

2.4IO 

6.OO3 

11  73 

20.03 

3II3 

45-6 

63.4 

i 

2.582 

6.402 

12.43 

2 1 .04 

32.74 

47.8 

66.2 

5 
f 

2-754 

6.789 

13.12 

22. 1  I 

34-25 

49.9 

68.9 

2. 
4 

2.926 

7.179 

13.51 

23.21 

1  r  SA 

35-^0 

52.0 

71.7 

| 

3.O98 

7.566 

I4.50 

24.25 

37-37 

54-1 

74-4 

2 

3.269 

7-956 

I5-I9 

25^5 

08  r\r\ 
30.99 

56.3 

77.2 

| 

3-441 

8-343 

2O.5O 

4O.4O 

58.4 

79-9 

I 

3-6i3 

Z-733 

l6-57 

27.65 

42.1  I 

60.5 

82.7 

f 

3.785 

9.120 

1 7.26 

25.73 

43-67 

62.6 

854 

i 

3-957 

9.511 

1 7-95 

45.24 

64.8 

88.2 

8 

4.129 

9.898 

15.04 

3O.9O 

40.50 

66.9 

90.9 

4 

4.301 

10.29 

19.33 

3J-99 

48.36 

69.0 

93. n 

7 

8 

4-473 

10.67 

20.02 

33-o8 

49.92 

71. 1 

96.4 

3 

4.644 

11.06 

20.71 

34-18 

51.49 

73-3 

99.2 

J 

4.816 

11.44 

21.40 

35.27 

53-05 

75-4 

101.9 

i 

4 

4.988 

11.84 

22.09 

36.35 

54.6l 

77-5 

104.7 

§ 
8 

5.160 

12.23 

22.78 

3744 

56.17 

79.6 

107.4 

i 

5-332 

12.62 

23.48 

38.52 

57-74 

81.8 

1 10.2 

t 

5-504 

13.01 

24.17 

39.60 

59.30 

83.9 

1 12.9 

4 

5.676 

J3-39 

24.86 

40.69 

60.86 

86.0 

116. 7 

7 

¥ 

5.848 

13.78 

25-55 

41.78 

62.42 

88.1 

1 1 9.4 

4 

6.019 

14.17 

26.24 

42.87 

63.99 

9°-3 

121. 2 

i 

6.191 

H-56 

26.93 

43-94 

65.55 

924 

123.9 

i 

6.363 

H-95 

27.62 

45.01 

67.II 

94-5 

126.6 

IOO 

Heads. 

•5i9 

i.74 

4.14 

8.10 

13.99 

22.27 

33.15 

Length  of  rivet  required  to  make  one  head  =  I  \  diameters 
of  round  bar. 


•38 


410  WALNUT  ST.,  PHILADELPHIA. 


NAILS  AND  SPIKES. 

Size,  Length,  and  Number  to  the  Pound. 

CUMBERLAND  NAIL  AND  IRON  CO. 


ORDINARY. 


Size. 


2d 

3  fine 

3 
4 
5 
6 

7 
8 
io 

12 

20 

30 
40 

50 
60 


Length. 


if 
if 

2 

2j 
2f 

3i 
3f 
4l 
41 
5 

5* 


No.  to  Lb. 


716 

588 
448 

336 
2l6 
166 
Il8 
94 
72 
5o 
32 
20 

17 
14 
10 


CLINCH. 


Length. 


LIGHT. 


4d 

■If 

373 

5 

If 

272 

6 

2 

196 

BRADS. 

6d 

2 

16* 

8 

2j 

96 

IO 

2| 

74 

12 

3i 

5o 

2 

21 
2j 
2j 

3 

31 


No.  to  Lb. 


152 

133 

92 

72 
60 

43 


FINISHING. 


FENCE. 


ff 

—  

2 

96 

66 

2j 

56 

50 

3 

40 

SPIKES. 

3t 

19 

4 

15 

4j 

13 

5 

10 

5* 

9 

6 

7 

BOAT. 

// 

206 

Size. 

Length. 

No.  to  Lb. 

4d 

1  4 

384 

5 

>i 

256 

6 

2 

204 

8 

■* 

102 

10 

3 

80 

12 

3t 

65 

20 

3i 

46 

CORE. 

// 

6d 

2 

H3 

8 

68 

10 

*J 

60 

12 

3i 

42 

20 

31 

25 

30 

4} 

18 

40 

4| 

H 

W  H 

*i 

69 

WHL 

72 

SLATE. 

3d 

'A 

288 

4 

1  ft 

244 

5 

A4 

187 

6 

2 

146 

TACKS. 


Size. 

4 

Number 

to 
Pound. 

Size. 

Length. 

Number 

to 
Pound. 

Size. 

Length. 

Number 

to 
Pound. 

I  oz. 

ij 

2 

a} 
3 

3 
T¥ 
1 
4 
5 

¥ 

6 

1 60CO 
IO066 
80OO 
6400 
5333 

4  oz. 

6 

8 

10 
12 

ft 

9 

1 

1 1 

¥ 

4 

4000 
2666 
2000 
1600 
1333 

14  oz. 

16 

18 

20 

22 

1  3 

¥ 

8" 
1  5 
1  6 

I 

ift 

I  H3 
lOOO 
888 
800 
727 

139 


THE   PHCENIX   IRON  COMPANY, 


UNITED  STATES  STANDARD  SIZES 
SQUARE  AND  HEXAGON  NUTS. 

Number  of  each  size  in  lOO  Lbs. 
BLANK  NUTS-NOT  TAPPED, 


SIZE  OF  NUT. 

SQUARE. 

Size 

01 



Bolt. 

Width. 

Thick- 

No. in 

Weight 

ness. 

100  Lbs. 

each  in  Lbs. 

l 

4 

i 

2 

- 

1 

4 

74.00 

.OI  ^ 

5 

TS 

1  9 

3  2 

5 

1  6 

4OOO 

02  £ 

3 
8 

1  1 

1  6 

3 
8 

27^0 

.036 

7 
TF 

25 
3  2 

7 

1  6 

170O 

.058 

1 

1 

¥ 

1 

I  l6o 

.086 

g 
T¥ 

52 

9 

IF 

9OO 

.III 

5 

f 

I-1- 
1  1  6 

8 

6<3 
j  j 

.1 

3 
4 

4 

3 
4 

386 

.259 

¥ 

7 
8 

260 

.184 

O  r 

I 

1  8 

I 

I70 

.588 

T  i 

T 13 
A16 

T  1 

122 

.819 

2 

90 

I. II I 

If 

o  3 
2TF 

•I 

69 

1.44 

If 

2^ 
Z8 

54 

1.85 

If 

2T6 

it 

43 

2.32 

If 

2^- 

1  4 

35 

2.85 

I| 

T  7 

29 

3  44 

2 

3J 

2 

24 

4.16 

a* 

3tf 

4 

20 

5.00 

32" 

*i 

17 

5.88 

-1 1 1 

14 

7-H 

08 

12 

8-33 

2f 

4l 

23- 
^4 

10 

10.00 

3 

4| 

3 

8 

12.50 

HEXAGON. 


No.  in 

Weight 

100  Lbs. 

each  in  Lbs. 

8880 

.OI  I 

4800 

.020 

3276 

.030 

2040 

.050 

1392 

.071 

1080 

.092 

784 

.127 

463 

.215 

312 

.320 

204 

.490 

14.6 

.684 

108 

.925 

83 

I.20 

65 

1.53 

52 

I.92 

42 

2.38 

35 

2.85 

30 

3-33 

26 

3-84 

22 

4-54 

19 

5.26 

16 

6.25 

13 

7.69 

10 

10.00 

140 


410  WALNUT   ST.,  PHILADELPHIA. 


BOLTS. 

WITH  SQUARE  HEADS  AND  NUTS. 
Weight  of  lOO  of  the  Enumerated  Sizes. 


4.16 
4.22 

4-  75 

5-  34 
5-97 
6.50 


TO. 62 

11.72 

12.38 

12  90 
14.69 

l6.47 
1787 
18.94 

20  59 
21.69 
23.62 

25  8l 

26  87 


14  in. 


23.87 

39  31 

25.06 

41.38 

26.44 

4569 

73.62 

28  62 

49-5o 

76. 

29.50 

51  -25 

79-75 

31  16 

53- 

83. 

32-44 

56. 

85.38 

39 -7b 

63  12 

93-44 

42.50 

74.87 

108. 12 

44.37 

79.62 

113  12 

48.81 

83. 

122. 

51.38 

87.88 

128.62 

53-31 

92.38 

13I-75 

56.87 

96  88 

I39-56 

59-12 

99  87 

I45.50 

61.87 

105  75 

150.88 

64  44 

109.50 

157.12 

70.50 

118.12 

169.62 

77- 

128  13 

184. 

82.88 

136.19 

I95-I3 

86.37 

144.87 

209.75 

92. 

i55-5o 

219-37 

97-75 

163  58 

237.50 

103.25 

17075 

249.06 

1  in. 



ij/glTl. 



127.25 

140.56 

14°-37 

228. 

296 

158.76 

239- 

3IO. 

167.25 

250. 

324. 

174.88 

261. 

338. 

204.25 

272. 

352. 

214.69 

283. 

366. 

228.44 

294. 

370. 

235  31 

3°5- 

384: 

239.88 

3'6. 

398. 

258.12 

338. 

426. 

276.18 

360. 

454- 

295.69 

382. 

482. 

3H-94 

404 

510. 

335  81 

426. 

538. 

351.88 

448. 

566. 

39*-75 

47o. 

594- 

STANDARD  SIZES  OF  WASHERS. 

Number  in  lOO  Pounds. 


Diamater. 

Size  of  Hole. 

Thickness 
Wire  Gauge. 

Size  of  Bolt. 

Kumber  in  100  Lbs. 

Inch. 

Inch. 

Ao. 

Inch. 

I 

3 
4 

t 

16 
16 

i 

16" 

29300 
18000 

I 

7 

T5" 

3 
8 

7600 

H 

9 

ft 
1 

1 1 
I  I 

i 

3300 
2180 

1  1 

16 
1  3 
1  6 

II 
II 

t 

f 

2350 
1680 

2 

2* 

ill 

42 

IO 

8 

8 

I 

1 140 

580 

3 
3 

ii 
•I 
1* 

8 

7 
6 

i* 
ii 
if 

470 
360 
360 

12* 


THE   PHCENIX    IRON  COMPANY, 


w 

< 

o 


3  3 


b  ft 
o  © 


3  3 

>>  >> 
©  o 


<*5 
w 

CO 

o 

CO 

w 

W 
Q 
_J 

W 

£ 

O 
PS 
1 

H 

o 
o 


cr  cr 

«0  (0 

^  5% 

<D  © 

^  ft 

o  o 

o  o 

CO  JO 


00 


►  > 

p  0 

ft  ft 


1)  © 

§  ft 

0)  JD 

&  C3 

c  c 

CC  OS 

©  © 


•h  i>0  O 
Pi    Ej  o 

e*H  HT4 

©.So 


00    Tf        m    M    m  hiCOOCOOCOCOOOOOOOCOOOOO 

.  ro  (N   M   lOVO   O  OO   i-N'ON  to  CO   04   rj-  N  O  00  HI 

«o  ^  04  NO        04        in  o\vo   t-^  •<*■  in  01  On  NO  vO  m  t}- 

►Ci  01  +  lOOO   m  NO   N  vO  \0   MO  0  N-tintvtrOOO 

^  "    '    "    '  m  h  n  M  ro  ic  ts  On  O  (N  4- 00  rood  o' 

HI     M     HI     M     04     04     0O  ^* 

10  m  no  m  onnO  hi  ro  0  OO  04  00  NO  O 
^  10  tj-      o\n^o  mm  tmmo  N  o\  »>o0  04  00 

^>  6  IO  M   04'   O  NO  NO   6   04   o'  On       m   ON       4"  CO  04*  04  M 
•J1    O  CO  m  N  t^vo   0,  N  Tf  rr.  m    M  M 
<i   10  ro       Tl-  04  hi 


External 
Area. 

J?  On  OnOO  -^no  N  -t  iri  0  hi  h  no  tJ-  to  On  hi  rovo  10  0) 
£  04  04  m  toNO  mvo  ro  ro  On  01  no  0  ro  On  t^vC  04  m  no 
*^  hi  01  ro  moo  ro  m  00       "3-no  in  OnnO  04  -<*-no  i>» 
S                       hi  ro  04  -1-nO  On  C4  loot*  moo  ro  0 

<1  MMHfirOtlONO 

•~i                •  n  m  0  CO  ro  N 

2      -         ?Nri-H-trOM\OcOiri  rooo        0  On  0  On      On  rooo 
r;    <*>       MX  to  O  On  O  ro\C  On  ro  moo  0O  00  ro  ro  ONOO  ro  ro  ro  ro 
5    s-<             O  hi  1-  ro  toco       0  ro  i>.  rooo  t»  on  Onoo       0  no  00 
rf"*1         S*                           m  n  ro^Nooi  10  onoo  00  0  rood 
■ — •            |  • — ,                                                   m  m  11  04  ro  tnvo 

Length  of  Pipe 
per  □  Foot, 
Outside  Surface 

^        l/lSCM   SrOH  HCOHiOCMOaMOi-'tm 
s,  -t  MT)  0   ro  0   O  hi  m   04  0\m-<tNO  04   l>.  O  -4-  Cn  m 
O  "O  invC  On  ro  O  NO  ro  0  OnOO  t^.NO  in  in  -<j-  ro  ro 
N  OMsmTj-row  N  C)  h  m  m 

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M     O  '•"I 


to  OnOO   HCO   MAN  OnOO  -4-00  in  t 

m  mo  ts  ro  ro  r^vo  t^r^-Tt-Ti-r^Ti-Trioro^-i>.o4  0 
^1  hi  m no  m  no  no  f>  rooo  in  04  0  Onoo  t~^vo  m  t  t 


o,  04NO  hi  04  Oi  10  h  04NOVO  f^oO  to  ro  -<4-nO  ro  04 
«y  i>-On04  m  o\  ro  m  '£)  \o  ro  on  NO  ro  o       "  to  on  ro 

»^04NOHiNO04HI04ON'^-0ONinHlt^  rtCO    ON  O  t> 


00  -<J-04  r~.O\04  inni  rj-  -<i-vo  NO  CO  rooN+  rovo  in 
-<*•  t^-  to  m  00  on  roNO  o>'r'^-0'*--^-tn-<j-i/.\O  t^t^t^ 
k5»oo  h  moNino4  roo       c^no  m  vo  h  00  q  O  O  n  * 
m  m  m  04'  ro  -4-  in  md  c^-onhi  o<  -^iooncni  inoo  m 


I^jOOoO  h  O\roTi-0  in-^-rh  r-^vo  ts  N  On  0  hi  04  -^-no 
V^nOoO  OnO  hi  rOTj--^-u-)0  h  04  ro-^-  u-CO  O  M  ^' 
COOOhii-ihimihhi04O4  "" 


04  04  ro  ro  ro  ro 


&tO-<i-t^T}-io>-vo       r^t^-  NO04040400  1O 

^       tnvo  00  O  rovo  On  rooo  in      to      invo  no  no  no  t>« 


h  m  tnNO  t^co  on  O 


J,  0  "*oo  0  hi  r^co  r^co  no  co  in  in  ro  cj  m  o 

■Z  t^VO  On  N   04    tJ-00   hi  nO  no  NO         04   0   ^"NO  04  CO   0  m 

^  04  ro  Tf  NO  00  0  rONO  0  O  m  0  m  0_  O  0  ON  O  O 
' ' h  m'  hi  ci  oi  ff)  ro  4  4  to  no'  On  0 


^^^^ 


-       to  NO  tr^CO  ON  0 


I 


142 


410   WALNUT  ST.,  PHILADELPHIA. 


LAP  WELDED 

AMERICAN  CHARCOAL  IRON  BOILER  TUBES. 


Tables  of  Standard  Sizes. 


Diameter. 

Diameter. 

rnal 
ference. 

rnal 
ference. 

ipe  per  □ 
e  Surface. 

gth  Pipe  per  □ 
Outside  Surface. 

Area. 

Area. 

per  Foot. 

;rnal 

irnal 

1 

Exte 
rcum 

Inte 
rcum 

t£ 

jrnal 

ernal 

bp 

% 

'& 

g  - 
^  £ 

r* 

m 

tar 

In. 

In. 

In. 

In. 

In. 

_ 

rt. 

Fi. 

In. 

In. 

jLos. 

0.856 

0.072 

3-M2 

2.689 

4.460 

3.819 

o.575 

0.785 

0.708 

1. 106 

0.072 

3-927 

3  474 

3-455 

3  056 

0.960 

1.227 

0.9 

i-334 

0.083 

4.712 

4.191 

2.863 

2-547 

1.396 

1.767 

1.250 

1.560 

0.095 

5-498 

4.901 

2.448 

2.183 

1. 911 

2.405 

T.665 

2 

1.804 

6.283 

5.667 

2. 118 

1.909 

2.556 

3-x42 

1  981 

2.054 

0  098 

7.069 

6.484 

1.850 

1.698 

3-3M 

3-976 

2.238 

*XA 

2.283 

0.109 

7-854 

7.172 

1-673 

1.528 

4.094 

4.909 

2-755 

2% 

2-533 

0. 109 

8.639 

7-957 

1.508 

1.390 

5-o39 

5-94o 

3-045 

3 

2.783 

0.109 

9-425 

8-743 

1-373 

i-273 

6.083 

7.069 

3-333 

3.012 

0.119 

10.210 

9.462 

1.268 

1. 175 

7-i25 

8.296 

3-058 

3% 

3.262 

0.1 19 

10.995 

10.248 

1. 171 

1. 09 1 

8-357 

9.621 

4.272 

3% 

3  5*2 

0.119 

ii.  781 

n.033 

1.088 

1. 018 

9.687 

11.045 

4  59o 

4 

3-741 

0.130 

12.566 

n-753 

1.023 

o.955 

10.992 

12.566 

5-320 

SA 

4.241 

0.130 

M.137 

13-323 

0.901 

0.849 

14.126 

15-904 

6.010 

5 

4.72 

0.140 

15.708 

14.818 

0.809 

0.764 

17-497 

I9-635 

7.226 

6 

5-699 

0.151 

18.849 

17.904 

0  670 

0.637 

25-509 

28.274 

9-346 

7 

6.657 

0. 172 

21.991 

20.914 

o.574 

o.545 

34-805 

38.484 
50.265 

12  435 

8 

7.636 

0. 182 

25.132 

23.989 

0.500 

0.478 

45-795 

15.109 

9 

8.615 

0.193 

28.274 

27-055 

0.444 

0.424 

58.291 

63.617 

18.002 

IO 

9-573 

0.214 

31.416 130.074 

o.399 

0.382 

71-975 

78.540 

22  19 

WROUGHT-IRON  WELDED  TUBES. 

Extra  Strong. 


llominal 
Diameter. 

Actual 
Outside 
Diameter. 

Thickness, 
Extra  Strong 

Thickness, 
Double  Extra 
Strong. 

Actual  Inside 

Diameter, 
Extra  Strong. 

Actual  Inside 

Diameter, 
Double  Extra 
Strong. 

•405 

.100 

.205 

I 

•54 

.123 

•294 

.675 

.127 

.421 

•84 

.149 

.298 

•542 

.244 

1.05 

•157 

•3J4 

•736 

.422 

1 

i-3i5 

.182 

•364 

-951 

.587 

% 

1.66 

.194 

.388 
.406 

1.272 

.884 

1.9 

.203 

1.494 

1.088 

2 

2-375 

.221 

.442 

J-933 

1. 491 

2.875 

.280 

.560 

2.315 

i-755 

3-5 

•304 

.608 

2.892 

2.284 

h 

4- 

.321 

.642 

3-358 

2.716 

4 

4-5 

.34i 

.682 

3.818 

3-i3^ 

143 


THE  PHOENIX  IRON  COMPANY, 


WINDOW  GLASS. 

Number  of  Lights  per  Box  of  SO  Feet. 


Inches. 

No. 

Inches. 

No. 

Inches. 

No. 

Inches. 

No. 

.... 

6  V  8 

ox.  O 

I5° 

1  I2XJ& 

33 

t6  V  44 

1U  /\  44 



nf\  \(  ">o 

^u  y\  5Z 

9 

7X9 

20 

3° 

,Q  Von 
18  ^  20 

20 

34 

x 

8  V  io 

90 

27 

22 

18 

•36 

8 
0 

82 

24 

25 

24 

17  1 

1  7 

40 

7 

12 

75 

26 

23 

26 

1 5 

42 

7 

J3 

70 

28 

08 
28 

44 

5 

°4 

3° 

20 

30 

4° 

5 

1 5 

60 

32 

18 

32 

\\ 

5° 

t) 

16 

55 

34 

T7 

34 

12 

54 

5 

n  V  T  T 

9  X  11 

72 

J3  X  x4 

40 

3° 

11 

5° 

5 

12 

16 

35 

3° 

08  V  m 

20  X  3° 

9 

*3 

62 

18 

31 

40 

10 

32 

B 

M 

0/ 

20 

28 

44 

9 

8 

:5 

53 

22 

25 

2°X22 

16 

3° 

7 

16 

5° 

24 

23 

24 

J5 

^8 
3° 

7 

*7 

47 

26 

21 

26 

J4 

40 

6 

18 

44 

28 

J9 

28 

*3 

44 

6 

\s  2° 

3° 

18 

3° 

12 

46 

6 

IOX  12 

60 

V  t6 
i4  y\  1U 

32 

32 

5° 

J3 

55 

18 

34 

5 

J4 

52 

20 

26 

3° 

10 

J5 

40 

2 

23 

^8 
3° 

9 

3°  X  30 

7 

16 

45 

24 

40 

9 

40 

6 

r7 

42 

26 

44 

8 

42 

•  6 

18 

40 

28 

18 

40 

3 

44 

5 

3° 

3° 

l7 

^8 
40 

8 

4U 

5 

22 

33 

32 

16 

5° 

7 

48 

5 

24 

3° 

34 

1 5 

60 

6 

5° 

*? 

26 

28 

3° 

J4 

22  X  24 

x4 

54 

28 

26 

40 

*3 

J3 

5U 

3° 

24 

44 

28 

60 

4 

32 

i<;  V  18 

1    Ao  y\  10 

27 

3° 

11 

02Y42 
O    /\  4^ 

5 

34 

21 

20 

24 

32 

44 

5 

1 1  V  1  1 
1 1  X  1 3 

5° 

34 

10 

4U 

**4 

47 

24 

3° 

9 

^8 
45 

5 

15 

44 

26 

Io 

38 

9 

5° 

4 

16 

4i 

28 

17 

40  ! 

8 

54 

4 

i  7 

39 

3° 

i6 

44 

8 

56 

4 

18 

36 

32 

15 

46 

7 

60 

4 

20 

33 

16X18 

25 

5o 

7 

34X4o 

22 

30 

20 

23 

24X28 

11 

44 

24 

27 

22 

20 

30 

10 

46 

1 

26 

25 

24 

32 

9 

5o 

28 

23 

26 

17 

36 

8 

52 

4 

30 

21 

28 

16 

40 

8 

56 

4 

32 

20 

30 

15 

44 

36X44 

5 

34 

19 

32 

14 

46 

7 

50 

4 

12X14 

43 

34 

13 

48 

6 

56 

4 

15 

40 

36 

12 

50 

6 

60 

3 

16 

38 

38 

12 

54 

5 

64 

17 

35 

40 

11 

56 

5 

40X60 

3 

144 


4-10  WALNUT  ST.,  PHILADELPHIA. 


SKYLIGHT  AND  FLOOR  GLASS. 

Weight  per  Cubic  Foot,  156  Pounds. 


WEIGHT  PER  SQUARE  FOOT. 


Thickness . 

i 

3 

i 

3     1  1 
8  2 

t 

2. 
4 

I  inch. 

Weight .  . 

1.62 

2.43 

3.25 

4.88  6.5O 

8.13 

975 

13  lbs. 

FLAGGING. 

Weight  per  Cubic  Foot,  168  Pounds. 


WEIGHT  PER  SQUARE  FOOT. 


Thickness  . 

1 

2 

3 

4 

5 

6  I  7 

8  inch. 

Weight .  . 

14 

28 

42 

56 

70 

84  98 

112  lbs. 

CAPACITY  OF  CISTERN. 

In  Gallons,  for  each   Foot  in  Depth. 


Diameter,  in  Feet. 

Gallons. 

Diameter,  in  Feet. 

Gallons. 

2. 

23-5 

9- 

475.87 

2-5 

36.7 

9-5 

553-67 

3. 

52.9 

10. 

5875 

3-5 

71.96 

11. 

710.9 

4- 

94.02 

12. 

846.4 

4-5 

119. 

13- 

992.9 

5- 

146.8 

14. 

1151-5 

5-5 

177.7 

15. 

1321.9 

*  6. 

211. 6 

20. 

2350.0 

6.5 

248.22 

25- 

3570.7 

7- 

287.84 

30. 

52877 

7.5 

33048 

35- 

7189. 

8. 

376. 

40. 

9367.2 

8.5 

424.44 

45. 

1 1893.2 

The  American  standard  gallon  contains  231  cubic  inches, 
or  8J  pounds  of  pure  water.  A  cubic  foot  contains  62.3 
pounds  of  water,  or  7.48  gallons.  Pressure  per  square  inch 
is  equal  to  the  depth  or  head  in  feet  multiplied  by  .433. 
Each  27.72  inches  of  depth  gives  a  pressure  of  one  pound 
to  the  square  inch. 


145 


THE   PHCENIX   IRON  COMPANY, 


ROOFING  SLATE. 

General  Rule  for  the  Computation  of  Slate. 

From  the  length  of  the  slate  take  three  inches,  or  as 
many  as  the  third  covers  the  first ;  divide  the  remainder  by 
2,  and  multiply  the  quotient  by  the  width  of  the  slate,  and 
the  product  will  be  the  number  of  square  inches  in  a  single 
slate.  Divide  the  number  of  square  inches  thus  procured  by 
144,  the  number  of  square  inches  in  a  square  foot,  and  the 
quotient  will  be  the  number  of  feet  and  inches  required. 
A  square  of  slate  is  what  will  cover  100  square  feet,  when 
laid  upon  the  roof. 

Weight  per  Cubic  Foot,  174  Pounds. 


WEIGHT  PER  SQUARE  FOOT. 


Thickness . 

i 

3 

T6 

1 

4 

3 
8 

i 

t 

3 
4 

i  inch. 

Weight .  . 

1.81 

2.71 

3.62 

5-43 

7.25 

9.06 

IO.87 

14.5  lbs. 

TABLE  OF  SIZES  AND  NUMBER  OF  SLATE 

In  One  Square. 


Size 

No.  of  Slate 

Size, 

No.  of  Slate 

Size, 

No.  of  Slate 

in  Inches. 

in  Square. 

in  Inches. 

in  Square. 

in  Inches. 

in  Square. 

6X 

12 

533 

8 

X  16 

277 

12  X  20 

141 

7 

12 

457 

9 

16 

246 

H 

20 

121 

8 

12 

400 

10 

16 

221 

I  I 

22 

137 

9 

12 

355 

12 

16 

184 

12 

22 

126 

10 

12 

320 

9 

18 

213 

14 

22 

I08 

12 

12 

266 

10 

18 

192 

12 

24 

114 

7 

H 

374 

11 

18 

174 

14 

24 

98 

8 

14 

327 

12 

18 

l6o 

16 

24 

86 

9 

H 

291 

18 

137 

14 

26 

89 

10 

14 

261 

10 

20 

169 

16 

26 

78 

12 

218 

11 

20 

154 

146 


J  

410  WALNUT   ST.,  PHILADELPHIA. 


SPECIFIC  GRAVITY 

AND 

WEIGHTS  OF  VARIOUS  SUBSTANCES. 


Name  of  Substance. 

Per  Cubic 
Foot. 

WEIGHTS. 

Per  □  Foot, 
1  In.  Thick. 



Per  Cubic 
Inch. 

Specific 
Gravity. 

Water,  Pure  . 

62.3 

5-J9 

.036 

I. OOO 

Water,  Sea 

64-3 

5-36 

•°37 

I.028 

Wrought  Iron 

480 

40.00 

.277 

7.70 

Cast  Iron  .... 

45° 

37-5° 

.260 

7.20 

490 

40.84 

.283 

7.84 

T  A 

7 10 

59.16 

.410 

11.36 

Copper,  Rolled.  . 

548 

45.00 

•3*7 

0.0O 

.brass,  Rolled 

524 

43.66 

.302 

8.40 

98 

8.23 

.057 

1-57 

1 20 

10.00 

.009 

I.92 

Brickwork,  Common 

1 20 

10.00 

.069 

I.92 

"    Close  Joints 

140 

T  T  66 

1 1 .00 

.001 

2.24 

Limestone 

T  6Q 

loo 

18.00 

.124 

2.68 

13.00 

.090 

2.49 

Pine,  White  .    .  . 

30 

2.50 

.017 

.48 

Pine,  Yellow .    .  . 

35 

2.91 

.019 

.56 

Hemlock  .... 

25 

2.08 

.015 

.40 

Maple  

49 

4.08 

.028 

78 

Oak,  White    .    .  . 

5o 

4.16 

.030 

.80 

Walnut  .... 

4i 

3-41 

.023 

.65 

147 


THE   PHCENIX   IRON  COMPANY, 


PROPERTIES  OF  CIRCLES. 


B  D— h  — R  (i— cos.  a) 


Sin.  a  =  - 


(i.)  Given,  chord  ADC  and  vers,  sine  or  rise  B  D,  to 
find  radius, 

ADC  ^    A  D2+  B  D2 

 =  A  D  or  D  C  .-.  ±—  =  BE 

2  2  B  D 

c2  +  4  h2 


R  — 


8  h 

(2.)   Given,  chord  ADC  and  radius  B  E,  to  find  rise  B  D, 
BE  —  v/BE2-AD2  =  B  D 


h  =  R— R2- 


(3.)  Given,  the  radius  and  rise,  to  find  the  chord  ADC, 


AD  =  v/B  E2— (B  E-BDf 
Chord  ADC  =  2AD  =  2  \/  BE2 —  ( B  E  — B  D)2 
c  =  2  \/  2  h  R  —  h 2 


148 


410  WALNUT   ST.,  PHILADELPHIA. 


(4.)  Given,  the  chord  of  an  arc  and  the  chord  of  half  the 
arc,  to  find  the  length  of  the  arc, 

8  A  B  —  ADC  f -d  /  ,  x 
 —  —  arc  ABC  (very  nearly). 


(5.)  To  find  the  number  of  degrees  in  the  arc  of  a  circle, 
when  the  diameter,  or  radius,  and  the  length  of  the  arc  are 
given, 

Arc  ABC 


7r  X  diameter 


X  360°=  degrees  in  arc  ABC 


(6.)  Length  of  an  arc  of  one  degree  =  R  X  .01 74533 
Length  of  an  arc  of  one  minute  =R  X  .0002909 
Length  of  an  arc  of  one  second  =  R  X  .0000048 

Example. — Let  radius  =100  feet,  and  the  angle  of  the 
arc  be  900.    What  is  the  length  of  the  arc  ? 

100  X  -OI 74533  X  90°=  157.08  feet. 


MENSURATION  OF  SURFACES. 

Area  of  circle  =  Diameter2    X  -7^54 

Area  of  ellipse  =  Transv.  axis  X  conjug- axis  X -7^54 

Area  of  sector  of  circle  —  Arc  X  2  radius 

Area  of  parabola        =  Base  X  I  height 

Surface  of  sphere       =  Diameter2    X  3-I4J6 


MENSURATION  OF  SOLIDS. 

Cylinder  ==  Area  of  one  end  X  length 

Sphere  =  Diameter3  X  .5236 

Cone,  or  pyramid  ==  Area  of  base       X  3  height 
Any  prismoid        =  Sum  of  areas  of  the  two  parallel  sur- 
faces -f-  4  times  the  area  of  a  mid- 
way section  X  length,  and  the  total 
product  divided  by  6. 


13 


149 


THE   PHCENIX   IRON  COMPANY, 


PROPERTIES  OF  TRIANGLES. 


In  right-angled  triangles 

hypoth.2  rrr  base2  -J-  perpend.2 

base2      p=  (hyp.  +  perp.)  X  (hyp.— perp.) 

perp.2     =  (hyp.  +  base)   X  (hyp.— base) 


VALUE  OF  ANY  SIDE  A. 

B  sin.  a  C  sin.  a 

A : 


Sin.  b  ~    Sin.  c 

A  =  \/"Ba  +  C2^2B^~cos77 
B 


A  = 


cos.  c  -\-  sin.  r  cot.  a 

A=  ^  

cos.  b  -f-  sin.  £  cot.  a 
A  =  B  cos.  c  -f-  B  sin.  <r  cot.  £ 


VALUE  OF  ANY  ANGLE. 

,  B  sin.  0  B  sin.  a 
bin.  £  ssz   —   Sin.  b  =  ^  

A2  +  c«-B» 

Tac  

Sin.  b  =  sin.  (<:  -J~ 

Sin.  ^  =  sin.  c  cos.  «  -\-  cos.  <r  sin.  ^. 


150 


410  WALNUT  ST.,  PHILADELPHIA. 


TRIGONOMETRICAL  EXPRESSIONS. 

The  diagram  shows  the  different  trigonometrical  expres- 
sions in  terms  of  the  angle  A. 


<  COTANGENT  A  > 


<-  Radius--  > 


Complement  of  an  angle  ==  its  difference  from  900. 
Supplement      .    .    .    .  =  its  difference  from  1800. 


TRIGONOMETRICAL  EQUIVALENTS. 


v/  (i_Sin2) 

=  Cosin. 

v/  (1— Cosin2) 

: —  Sine. 

Sin  ~  Tan 

—  Cosin. 

Cosin  : —  Cotan 

=  Sine. 

Sin  X  Cotan 

=  Cosin. 

-  Cotan 

=  Tangent. 

Sine  -i-  Cos 

—  Tangent. 

-  Sin 

—  Cosecant. 

Cos  -r-  Sine 

==  Cotang. 

-  Cosin 

=  Secant. 

Sin2  +  Cos2 

==  Rad2. 

-  Cosecant 

=  Sine. 

Rad2  -f  Tan2 

==  Secant2. 

-  Secant 

=  Cosin. 

1  h-  Tan 

=  Cotang. 

Rad — Cosin 

—  Versin. 

Rad — Sin  =  Coversin. 


151 


THE   PHCENIX   IRON  COMPANY, 


USE  OF  TABLE  OF  NATURAL  SINES,  Eic. 


Example  I.  To  find  the  angle  a,  when  A  D  and  W  D 
are  given,  from  table  of  natural  sines  and  tangents,  p.  153. 

A  D  =  20. 

10. 

W  D 


A  D  being  radius,  W  D  =  tan  a.  L' 


Vb'D= 


Then 


10 

AD  ~~  20  : 


.50000. 


Referring  to  table  we  find  for 

260,  the  natural  tangent  to  be  .48773 
270,  the  natural  tangent  to  be  .50952 

Difference  02179 

The  angle,  therefore,  is  more  than  26  and  less  than  27 
degrees.  If  greater  accuracy  is  required,  take  the  difference 
between  natural  tangent  of  260  and  270  as  above,  viz., 
.02179,  and  divide  by  60,  which  will  give  .00036  for  one 
minute.  Now  subtract  from  .50000  the  natural  tangent  for 
260,  viz.,  .48773,  leaving  .01227,  and  divide  the  difference 
by  .00036;  the  quotient  will  be  34  minutes.  The  angle, 
therefore,  is  260  34'. 


Example  2.  If  A  D  —  20,  and  B  D  : 
the  angle  subtended  by  B  D  ? 


•  20,  what  will  be 


B  D 

A~D: 


20 
'  20 


The  natural  tangent  of  450  is  I. 


152 


410   WALNUT  ST.,  PHILADELPHIA. 


NATURAL  SINES,  ETC. 


Deg. 



Sine. 

Cover. 

Cosecant 

Tangent 

Cotang. 

Secant. 



Yersine. 

Cosine. 

Deg. 



o 

.00 

1. 00000 

Infinite- 

.0 



Infinite. 

1 .00000 

.0 

1. 00000 

90 
89 

i 

.01745 

•98254 

57.2986 

•01745 

57.2899 

1. 0001 5 

.0001 

•99984 

2 

.03489 

.96510 

28.6537 

.03492 

28.6362 

1.00060 

.0006 

•99939 

88 

3 

.05233 

.94766  19-1073 

.05240 

19.081 1 

1. 00137 

.0013 

.99862 

87 

4 

.06975 

.93024 

J4-3355 

.06992 

14.3006 

1.0^244 

.0024 

•99756 

86 

5 

.08715 

.91284 

11.4737 

.08748 

11.4300 

1. 00381 

.0038 

.99619 

85 

6 

.10452 

.89547 

9.5667 

.10510 

9-5H3 

1.00550 

.0054 

.99452 

84 

7 

.12186 

•87813 

8.2055 

.12278 

8.1443 

1.00750 

.0074 

•99254 

83 

8 

•I391? 

.86082 

7.1852 

.14054 

7-II53 

1.00982 

.0097 

.99026 

82 

9 

•15643 

.84356 

6.3924 

.15838 

0.3137 

1. 01246 

.0123 

.98768 

81 

IO 

•17364 

.82635 

5-7587 

.17632 

5.6712 

1. 01542 

.0151 

.98480 

80 

ii 

.  19080 

.80919 

5.2408 

.19438 

5-1445 

1.01871 

.0183 

.98162 

79 

12 

.20791 

.79208 

4.8097 

.21255 

4  7046 

1.02234 

.0218 

.97814 

78 

13 

.22495 

.77504 

4-4454 

.23086 

4-33M 

1.02630 

.0256 

•97437 

77 

14 

.24192 

•75807 

4-I335 

.24932 

4.0107 

1. 03061 

.0297 

.97029 

76 

15 

.25881 

.74118 

3-8637 

.26794 

3-7320 

1.03527 

.0340 

.96592 

75 

16 

•27563 

.72436 

3.6279 

.28674 

3-4874 

1.04029 

.0387 

.96126 

74 

i7 

.29237 

.70762 

3  4203 

•30573 

3.2708 

1.04569 

.0436 

•95630 

73 

18 

.30901 

.69098 

3.2360 

•32491 

3.0776 

1. 05146 

.0489 

•95105 

72 

*9 

•32556 

.67443 

3-0715 

•34432 

2.9042 

1 .05762 

•0544 

•94551 

71 

20 

.34202 

•65797 

2.9238 

.36397 

2-7474 

1. 06417 

.0603 

.93969 

70 

21 

.35836 

.64163 

2  7904 

.38386 

2.6050 

1.07114 

.0664 

•93358 

69 

22 

•3746o 

.62539 

2.6694 

.40402 

2.4750 

1-07853 

.0728 

.92718 

68 

23 

•39073 

.60926 

2-5593 

.42447 

2.3558 

1.08636 

.0794 

92050 

67 

24 

•40673 

•59326 

2.4585 

.44522 

2.2460 

1.09463 

.0864 

•9X354 

66 

25 

.42261 

•57738 

2.3662 

.46630 

2.1445 

1. 10337 

.0936 

.90630 

65 

26 

•43837 

.56162 

2.2811 

•48773 

2.0503 

1. 1 1 260 

.1012 

.89879 

64 

27 

•45399 

.54600 

2.2026 

.50952 

1.9626 

1. 12232 

.1089 

.&9100 

63 

28 

•46947 

.53052 

2.1300 

•53*70 

1.8807 

I-I3257 

.1170 

.88294 
.87461 

62 

29 

.48480 

•51519 

2.0626 

•5543o 

1 . 8040 

I-I4335 

•1253 

61 

30 

. 50000 

. 50000 

2.0000 

•57735 

1 . 7320 

1-1547° 

■*339 

.86602 

60 

31 

•51503 

.48496 

.60086 

1 .6642 

1 .16663 

.1428 

.85716 

59 

32 

52991 

.47008 

^8870 

.62486 
.64940 

1.6003 

1.17917 

•1519 

.84804 

58 

33 

•54463 

•45536 

1.8360 

I-5398 

1. 19236 

.1613 

•83867 

34 

•559x9 

.44080 

1.7882 

•67450 

1.4825 

1 .20621 

.1709 

.82903 

56 

35 

•57357 

.42642 

1-7434 

.  70020 

1. 4281 

1.22077 

.1808 

.81915 

55 

36 

.58778 

.41221 

1. 7013 

•72654 

I-3763 

1.23606 

.1909 

.80901 

54 

37 

.39818 

1 .6616 

•75355 

1 .3270 

1. 25213 

.2013 

•79863 

53 

38 

.'61566 

•38433 

1.6242 

.78128 

1.2799 

1 .26901 

.2119 

.78801 

52 

39 

.62932 

-37067 

1.5890 

.80978 

1.2348 

1.28675 

.2228 

•777*4 

5i 

40 

.64278 

•35721 

1-5557 

.83909 

1.1917 

1-30540 

•2339 

. 76604 

50 

41 

.65605 

•34394 

1.5242 

.86928 

1-1503 

1. 32501 

•2452 

•7547o 

Al 

42 

.66913 

.33086 

1.4944 

.90040 

1.1106 

I-34563 

.2568 

•74314 

48 

43 

.68199 

. 3 1 800 

1.4662 

•9325i 

1.0723 

1.36732 

.2680 

•73I35 

47 

44 

.69465 

•30534 

1-4395 

.96568 

1-0355 

1. 39016 

.2806 

•71933 

46 

45 

.70710 

.29289 

1. 4142 

1. 00000 

1. 0000 

1. 41421 

.2928 

.70710 

45 

Cosine. 

Versine. 

Secant. 

Cotang. 

Tangent 

Cosecant. 

Cover. 

Sine. 

13* 


•53 


THE   PHCENIX   IRON  COMPANY, 


CIRCUMFERENCES  OF  CIRCLES. 

Advancing  by  Eighths. 


CIRCUMFERENCES. 


I  Diam. 

.O 

•J 

\ 

a 

•  8 

% 

•f 

•1 

*  8 

o 

.0 

•3927 

•7854 

1 .  1 78 

T-57° 

1.963 

2.356 

2.748 

3-I4I 

3-534 

3-927 

4-3x9 

4.712 

5-io5 

5-497 

5.890 

2 

6  283 

°.°7d 

10  21 J 

7.461 

7-854 

8  246 

R  non 
0-639 

9.032 

2 

9.424 

r>  R  1  n 
9.517 

10.99 

12.17 

4 

12.56 

I2.95 

13-35 

J.3-74 

M-i3 

J4-52 

14.92 

i5-3r 

5 

15-70 

l6.IO 

16.49 

16.88 

17.27 

17.67 

I8.06 

18.45 

6 

18.84 

I9.24 

19.63 

20.02 

20.42 

20.81 

21 .20 

21.59 

7 

21.99 

22.38 

22  77 

23. 16 

23.56 

23-95 

24-34 

24.74 

8 

25-13 

25-52 

25-91 

26  31 

26.70 

27.09 

27.48 

27.88 

9 

28.27 

28.66 

29.05 

29-45 

29.84 

30-23 

30-63 

31.02 

IO 

3M* 

3I.80 

32.20 

32.59 

32.98 

33-37 

33-77 

34-i6 

1 1 

34-55 

34-95 

35-34 

35-73 

36-12 

36-52 

36.91 

37-3° 

12 

37-69 

38.09 

38.48 

38.87 

39-27 

39.66 

40.05 

40.44 

13 

4I-23 

42.41 

43-J9 

43-58 

M 

43-98 

44-37 

44.76 

45-i6 

45-55 

45-94 

46.33 

46.73 

15 

47.12 

47-51 

47.90 

48.30 

48.69 

49.08 

49.48 

49.87 

16 

50.20 

50-65 

5I-°5 

5J-44 

5r-83 

52.22 

52.02 

53-01 

17 

53-4o 

53-79 

54-I9 

54-58 

54  97 

55-37 

55-76 

56.15 

18 

56.54 

56.94 

57-33 

57-72 

cR    T  T 
5O.II 

rR  CT 

58.90 

59  -29 

19 

59-69 

60.08 

60.47 

6o.86 

6l.26 

61.65 

62.04 

62.43 

20 

62.83 

63.22 

63.61 

64.01 

64.4O 

64.79 

65.18 

65.58 

21 

65-97 

00.30 

66.73 

67-T5 

67-54 

67-93 

£R  -10 
OO.32 

AR  -to 
OO.  72 

2  2 

69.11 

69.50 

69.9O 

70.29 

70.68 

71.07 

7T-47 

71  86 

23 

72.25 

72.64 

73  °4 

73-43 

73-82 

74.22 

74.61 

75.00 

24 

75-39 

75-79 

76.18 

76.57 

76.96 

77-36 

77-75 

78 14 

25 

78.54 

78.93 

79 -32 

79.71 

8O.IO 

80.50 

80.89 

81.28 

26 

81.68 

82  0 

82  46 

02.05 

R^  9C 

Ro  f,A 

03.04 

04.03 

R/i    A  -> 

°4-43 

27 

84.82 

85  21 

85.60 

86  00 

Rn  on 
OO.39 

86.78 

07.17 

R-7  C7 

28 

87.96 

88.35 

88.75 

89.14 

89-53 

90.32 

90.71 

29 

91.10 

91.49 

91.89 

92.28 

92.67 

93.06 

93-46 

93-85 

30 

94.24 

94.64 

95-o3 

95-42 

95.81 

96.21 

96.60 

96.99 

31 

97-39 

97.78 

98.17 

9bo7 

0  c 
98.96 

99-35 

99-75 

100.14 

32  IOO.53 

100.92 

101.32 

101.71 

102.10 

102 . 8q 

103.29 

33  103.67 

104.07 

104  46 

104.05 

105.24 

105  64 

106.03 

34 

106.81 

107.21 

107.60 

107.99 

108.39 

108  78 

109 17 

109*56 

35 

109.96 

no.35 

110.74 

in. 13 

"i. 53 

in. 92 

112.31 

112. 71 

36  113. 10 

H3-49 

113.88 

114.28 

114.67 

115.06 

"5-45 

^15-85 

37 

116.24 

116.63 

117.02 

117.42 

117. 81 

118.20 

118.60 

118.99 

38  119.38 

119.77 

120.17 

120.56 

120.95 

121.34 

121.74 

122.13 

39  122.52 

122.92 

123.31 

123.70 

124.09 

124.49 

124.88 

125.27 

40  125  66 

126.06 

126.45 

126.84 

127.24 

127  63 

128.02 

128.41 

♦« 

128.81 

129.20 

127.59 

129.98 

130.38 

130.77 

131.16 

131-55 

42  i3i-95 

13234 

132.73 

I33-I3 

133-52 

I33-91 

I34-30 

134-70 

437  35-09 

I35-48 

135  87 

136.27 

136.66 

I37-05 

137-45  | 

13784 

44 

138.23 

138.62 

139.02 

I39-4I 

139  80 

140.19 

140.59 

140.98 

45ii4i-37 

141.76 

142.16 

142.55 

142.94 

143-34 

143-73  1 

144.12 

154 


I  

410  WALNUT  ST.,  PHILADELPHIA. 

AREAS  OF  CIRCLES. 

Advancing  by  Eighths. 


AREAS. 


I  Diam.  1 

•O 

1 

•s 

1 
•4 

8 
•# 

1 

•2 

1 
•8 

a 
•4 

7 
't 

o 

.1963 

3068 

.4417 

"~6oi3 

i 

'7854 

.9940 

I.227 

I.484 

1.767 

2.073 

2.405 

2. 761 

2 

3.1416 

3.546 

3  976 

4.430 

4.908 

5-4H 

5-939 

6.491 

3 

7.068 

7.669 

8.295 

8.946 

9.621 

10.32 

11.04 

11  79 

4 

12.56 

14.18 

I5-03 

15-9° 

16.80 

17.72 

18.66 

5 

19.63 

20.62 

21.64 

22.69 

23-75 

24  85 

25.96 

27.10 

6 

28.27 

29.46 

30.67 

3I-91 

33 18 

34-47 

35-78 

37.12 

7 

38  48 

39-87 

41.28 

42.71 

44  1 7 

45.66 

47I7 

48.70 

8 

50.26 

51-84 

53-45 

55.o8 

56.74 

58.42 

60  13 

61.86 

9 

63.61 

65.39 

67.20 

69.02 

70.88 

72  -75 

74.66 

76.58 

TO 

78.54 

80.51 

82.51 

84-54 

86.59 

88  66 

90  76 

92.88 

II 

95-03 

97.20 

99.40 

101.6 

103.8 

jo6.i 

108.4 

no. 7 

12 

113.0 

"5-4 

117. 8 

120.2 

122.7 

125. 1 

127.6 

1 30. 1 

*3 

J32.7 

J35-2 

137-8 

140.5 

I43-I 

145.8 

148.4 

151. 2 

1 4 

153-9 

156.6 

159-4 

162.2 

165. 1 

167.9 

170.8 

173-7 

15 

176.7 

179.6 

182.6 

185.6 

188.6 

191. '7 

194.8 

197.9 

16 

201.0 

204.2 

207.3 

210.5 

213.8 

217.0 

220.3 

223.6 

1 7 

226.9 

230-3 

233  7 

237- 1 

240  5 

243-9 

247.4 

250  9 

18 

254-4 

258.0 

261.5 

265.1 

268.8 

272.4 

276.1 

279.8 

i9 

283.5 

287.2 

291.0 

294.8 

298.6 

302.4 

3063 

310.2 

20 

314-1 

318.1 

322.0 

326.0 

33°-o 

334-1 

338  1 

342.2 

21 

346.3 

35o.4 

354  6 

358.8 

363-0 

367.2 

371-5 

375-8 

22 

380.1 

384-4 

388.8 

393-2 

397-6 

402.0 

406.4 

410.9 

23 

4I5-4 

420.0 

424-5 

429.1 

433-7 

438.3 

443-o 

447.6 

24 

452.3 

457-1 

461.8 

466.6 

471.4 

476.2 

481. 1 

485-9 

25 

490.8 

495-7 

500.7 

505-7 

510.7 

5I5.7 

520.7 

525  8 

26 

530-9 

536.o 

54i-i 

546.3 

551-5 

556.7 

562.0 

567.2 

27 

572.5 

577-8 

583-2 

588.5 

593.  y 

5y9-3 

604.8 

610.2 

28 

615-7 

621.2 

626.7 

632.3 

637  9 

643  5 

649.1 

654-8 

29 

660.5 

666.2 

671.9 

677.7 

683.4 

689  2 

695.1 

700.9 

3° 

706.8 

712.7 

718.6 

724.6 

73o.6 

736.6 

742.6 

748.6 

3. 

754-8 

760.9 

767.0 

773-1 

779-3 

785.5 

791.7 

798.0 
848.8 

32 

804.3 

810.6 

816.9 

823  2 

829.6 

836.0 

842.4 

33 

855-3 

861.8 

868.3 

874.9 

881.4 

888.0 

894.6 

901.3 

34 

907.9 

9M-7 

921.3 

928.1 

934-8 

941.6 

948.4 

955-3 

35 

962.1 

969.0 

975-9 

982.8 

989.8 

996.8 

1003.8 

1010.8 

36 

1017.9 

1025.0 

1032. 1 

1039.2 

1046.3 

1053  5 

1060.7 

1068.0 

37  1075.2 

1082.5 

1089.8 

1097. 1 

1 104. 5 

mi. 8 

1119.2 

1126.7 

381134-1 

1141.6 

1149.1 

1156.6 

1164.2 

1171  7 

"79-3 

1186.9 

39 

1194.6 

1202.3 

1210.0 

1217.7 

1225.4 

1233.2 

1241.0 

1248.8 

40 

1256.6 

1264.5 

1272.4 

1280.3 

1288.2 

1296.2 

1304.2 

1312.2 

1320.3 

1328.3 

1336.4 

1344-5 

1352.7 

1360  8 

1369.0 

I377-2 

42 

1385-4 

1393-7 

1402.0 

1410.3 

1418  6 

1427.0 

M35-4 

1443-8 

43]M52.2 

1460.7 

1469. 1 

1477.6 

1486.2 

M94-7 

1503.3 

1511-9 

44;i52o.5 

1529.2 

I537-9 

1546.6 

J555-3 

1564.0 

1572.8 

1581.6 

45 

i59o.4 

1599-3 

1608.2 

1617  0 

1626  0 

1634.9 

1643-9 

1652.9 

155 


J  

THE    PHCENIX    IRON  COMPANY, 

SURVEYING  MEASURE. 


(LINEAL.) 


Inches. 

Feet. 

Yards. 

Chains. 

Mile. 

I. 

=  .0833 

=  .0278 

=  .OOI26 

=  .OOOOI58 

12. 

I. 

•333 

.OI515 

.OOO189 

36. 

3. 

I. 

.04545 

.OOO568 

792. 

66. 

22. 

I. 

.OI25 

63360. 

5280. 

I760. 

80. 

I. 

One  knot  or  geographical  mile  =  6086.07  ^eet  =  1855.II 
metres  =  1. 1526  statute  mile. 

One  admiralty  knot  =  1 . 15 1 5  statute  miles  =  6080  feet. 


LONG  MEASURE. 


Inches 
I. 
12. 
36. 
I98. 
7920. 
63360. 


Feet. 
.083: 


Yards.  Poles. 
.02778  =  .005  : 


Furl.  Mile. 
OOOI26  ==  .OOCOI58 


I-  -333 
3-  *• 

i6j£.  $%. 
660.  220. 
5280.  1760. 
A  palm  =  3  inches. 
A  span  =  9  inches. 


0015 1 
00454 
025 


.0606 
.182 
1. 
40. 
320. 

A  hand  =  4  inches. 

A  cable's  length  =120  fathoms. 


0001894 
000568 
00J125 
125 


FRENCH  LONG  MEASURE. 


Millimetre..... 

Centimetre  

Decimetre  

Metre  

Decametre .... 
Hectometre... 

Kilometre  

Myriametre... 


Inches. 


•03937 
.39368 
3.9368 
39.368 
393.68 


Feet. 


.0033 
.0328 
.3280 
3.2807 
32.807 
328.07 
3280.7 
32807. 


Yards. 


.IO936 

I-Q9357 
10  9357 
109.357 
1093.57 
I0935-7 


Miles. 


.062134 
.621346 
6.213466 


156 


410  WALNUT  ST.,  PHILADELPHIA. 


Inches. 
I. 
I44. 
1296. 
39204. 
627264O. 


SQUARE  MEASURE. 

Feet.  Yards.  Perches. 

z=     .00694  ==  .0007  7  2=1.000025  5: 
1.  .111  .00367 

9.  1.  .0331 

272X-  3°X-  I- 
43560.      4840.  160. 

100  square  feet 
10  square  chains 
I  chain  wide 
1  hectare 


Acre. 

=.000000159 
.000023 
.0002066 
00625 


1  square  mile  1  = 


Acres 


I  square. 
I  acre. 

8  acres  per  mile. 
2.471 143  acres. 
27,878,400  square  feet. 
3,097,600  square  yards. 
640  acres, 
square  miles, 
square  miles, 
square  yards, 
acres. 


X  .0015625 

Square  yard  X  .000000323 
Acres  X  4^4° 

Square  yards  X  .0002066 
A  section  of  land  is  I  mile  square,  and  contains  640  acres. 
A  square      acre  is  208.71   ft.  at  each  side ;  or,  220  X  ft- 
A  square  x/2  acre  is  147.58  ft.  at  each  side;  or,  no  X  l9&  ft- 
A  square      acre  is  104.355  ft.  at  each  side ;  or,   55  X  l9%  ft- 
A  circular      acre  is  235.504  ft.  in  diameter. 
A  circular      acre  is  166.527  ft.  in  diameter. 
A  circular  %  acre  is  117.752  ft.  in  diameter. 


FRENCH  SQUARE  MEASURE. 


Square. 

Square  Inches. 

Square  Feet. 

Square  Yards. 

.00154 

.0000107 

.000001 

Centimetre.... 

.15498 

.0010763 

.000119 

15.498 

.1076305 

.011958 

Metre  or  Cen. 

1549.8 

10.76305 

1.19589 

Decametre.... 

154988. 

1076.305 

119.589 

107630.58 

II9S8  95 

.38607  □  mis  10763058. 

II95895. 

Myriametre... 

38.607 

J57 


THE   PHCENIX   IRON  COMPANY, 


CUBIC  MEASURE. 

Inches.                   Feet.             Yard.  Cubic  Metres. 

I.      =      .OOO5788     ==     .OOOOO2144  ===  .OOOO16386 

1728.             I.                           .03704  .028315 

46656.           27.                          I.  -764513 


A  CUBIC  FOOl 

1728  cubic  inches. 
.037037  cubic  yard. 
.803564  U.  S.  struck  bushel 
of  2150.42  cub.  in. 
3.21426    U.  S.  pecks. 
7.48052    U.  S.  liquid  gallons 

of  231  cubic  in. 
6.4285 1    U.  S.  dry  gallons  of 
268.8025  cubic  in. 


IS  EQUAL  TO 

29.92208  U.  S.  liquid  quarts. 
25.71405  U.  S.  dry  quarts. 
59.84416  U.  S.  liquid  pints. 
51.42809  U.  S.  dry  pints. 
239-37662  U.  S.  gills. 

.26667  fl°ur  barrel  of  3 

struck  bushels. 
.23748  U.  S.  liquid  barrel 
of  31%  gallons. 


A  cubic  inch  of  water  at  620  Fahr.  weighs  252.458  grains. 
A  cubic  foot  of  water  at  620  Fahr.  weighs  1002.7  ounces. 
A  cubic  yard  of  water  at  620  Fahr.  weighs  1692.  pounds. 


FRENCH  CUBIC  OR  SOLID  MEASURE. 


Centilitre  | 

Decilitre  -j 

Litre  j 

Decalitre  | 

Hectolitre   -| 

Kilolitre  or  f 
Cubic  Metre...  \ 

Myriolitre  -j 


Dry... 
Liquid 
Dry... 
Liquid 
Dry... 
Liquid 
Dry... 
Liquid 
Dry... 
Liquid 
Dry... 
Liquid 
Dry... 
Liquid 


Pint,  j  Quart. 


.0181 
.021 1! 

.1816I  .0908 
.21131  .1056 
1 . 8 1 6 1  .908 
2. 113!  1.056 
9.08 
10.56 
90.8 
105.6 


Bush. 


21.13 
211. 3 


IO56.5 


IO565. 


.2837 
2837 

28.37 
283.7 


Cubic  Inch.  Cu.  Ft. 


j  .61016 
j  6.IOI6 
j  61.016  .0353 
j  610.16  .3531 
j6lOI.63.53i 
|6ioi6.  35.31 
}   353-1 


158 


410   WALNUT   ST.,  PHILADELPHIA. 

AVOIRDUPOIS  WEIGHT. 

The  standard  avoirdupois  pound  is  the  weight  of  27.7015 
cubic  inches  of  distilled  water,  weighed  in  the  air,  at  39.83 
degrees  Fahr.,  barometer  at  thirty  inches. 

Ounces.        Pounds.      Quarters.          Cwts.  Ton. 
I.         —       .0625  =  .OO223  =   .OOO558  =  .OOOO28 
16.                 I.                .0357            .00893  .OOO447 
448.               28.              I.                   .25  .OI25 
1792.              112.              4.                  I.  .05 
35840.           2240.            80.                20.  I. 

A  drachm  =  27.343  grains. 

A  stone     =14  pounds. 

A  quintal  =  100  kilogrammes. 

7000  grains  =  1  avoir,  pound  =  1. 21528  troy  pounds. 
5760  grains  =  I  troy    pound  =    .82285  avoir,  pound. 

Kilos  p.  sq.  centim.  X  14-22     =  Pounds  p.  sq.  inch. 
Pounds  p.  sq.  inch    X     -°7°3  =  Kilos  p.  sq.  centim. 

FRENCH  WEIGHTS. 

EQUIVALENT  TO  AVOIRDUPOIS. 

Grains. 

Ounces. 

Pounds. 

Decagramme  

Hectogramme  

Millier  or  Tonne, 

.OI5433 
.154331 
1.54331 
I5433I 
I54-33I 
I543.3I 
1 5433- 1 

.000352 
.003527 

.035275 
•352758 
3-52758 
35.2758 
352.758 
3527.58 
35275.8 

.000022 
.000220 
.002204 
.022047 
.220473 
2.20473 
22.0473 
220.473 
2204.73 

159 

I 


THE   PHCENIX   IRON  COMPANY, 


1 60 


s$8o 


